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Permits 1126 Main St (vault) (2) MAP SHOWING BOUNDARY & TREE SURVEY OF LOT 5, LESS AND EXCEPT THE NORTHERLY 10 FEET THEREOF, TOGETHER WITH THE NORTHERLY 10 FEET OF LOT 6, BLOCK 200, ACCORDING TO THE PLAT OF SECTEON ""W"' ATiLANTEC BEACH AS RECORDED IN PLAT BOOK 18 , PAGE(S) 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. .FYI&U.Ms 5uoefAGj'=-.) CERTIFIED TO: KEVIN BENNETT. [� ��AG'F- IaSrE 3e K 63 = Z 0 I(o F-' coti .� 32O' �ugcXS' 3'x 5 5 = ! er'4k r woaa5 RIC.PAD = II ' CoK.vtr' ZSd� strops, rn4 �t a�2 c s-I-, QLo�4- P��1 S s �x J&f = s 106 " :- � �� LOT 4, BLOCK 200 peps uu5 = zS�IZ t LOT 4 BLOCK, 201 6 102.00 (R) OAK 102.00' (4) _. �.. OAK . —PINELOT 12" _. — v� 12" LOT 5 o ®CHINESE 10' EXCEPTION NORTHERLY 10' LOT 5 lf2 REBAR CHINESE BLOCK 200 112 R£BAR TALLO ASSOC.SUR. ASS00 s&R. o L.B.5488. 8�• 10 L.8.5488 N pi• $ amu. crp 9 o V A CA N T Zo-v m� L0T - I ZN LOT 5, BLOCK 200 g4 a©'o �� { (/� I >., NORll LOT 5 OAKLOT 6 12"0BLOCK 120007 6. �A ® PINE 7f2REBAR ASSOC.SUR. 112"REBAR L.8.5488 ASSOC.SUR. N �Q 102.00' (M) rn I L.B.5488 10,2.00' (R) Ca r.YS'� . J I 4 m i SOUTHERLY 60' OF t° LOT 6, BLOCK 200 0 zo wEs ' PkAZA 1/2"REBAR R. (54' RIGHT 'OF=l�t�A Y) Ai B s 88 NOT PHYSICALLY OPEN 25'-+ OPEN 0/TCN �'EE611ERAL WOTEs J K E Y 0 1. ANGLES ARE SHOWN FOR THIS SURVEY. w, 2.THE PROPE'RTV Tui is cun+w urern.l ,. "'-... . Systems Engineering, Inc. 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'U., -12�. �-/ .; z •*412 1 - 143:5/8,X,120,r� a 14 - :-i l4.re- ..:z+-14 c s,, ,r:.-12�:. F 12 =.12_. 6.... . 7 -- g 191'5/8 X=1203: i-7+t.-18 c'c?:3:••:�•18'::< ..r:, iq u :,12: :.:. 12.. , 12 6 7 8 4 , - :r r rr. -- - -: - ti141�]/e4 X:80.T xTz►sit r ;w14i a,z' 14y °*F 17 g�w 5= g.- a _4,.. 4-:-, • 4 r -.X`�0'� ,t`:z16 e�? '• 16'' `" `16. 2B.TWW ' 38: r�g�i t VZ4; _ i4Y .T1 7t �t; c 4 - ANCHOR NOTES. , •. i ;;12 1 22 3 � ;2 x W.10 top, ` '; " ' *? >j� • ;, x� 1)_EOR3ASMRY_OEENING�aW/7 WD Bly WOOD^. -=141`1/4 X 96'•. "14 14 14 ]0 10 ' 10 5 5 5 ` T 189 1/4 X 96 16 16 10 10 10 5 5 BUCK USE.SAME ANCHOR QUANTITIES. ' 5 117 1/4 X 12012 12 12 12 12 12 5 8 -141-1/4 X 120-- -- 14 - 14-- 141- 12 12 12 5 7- 189 189 1/4-X 120 16 -16 -19`. 12 1212 5 7 8 +_ DA EXTRUDERS, FLORI • _ .'._. ,_�. •_- INT.` IN. sANFaRn, Fi:. _{ ��l E1tt'� i' - ' �,r:nN i►a..;s, Taw.SLIDING GLASS DOOR,-;--- r +'�� t a 4tT?W "ff INSTALLATION'VITN EAB SCREVS t TFlr cT3IA� C a• y� ;� k v a s t, .Bn +� i Q'4'r; orucrn•:• �.0 .� ,,,, atMr: ' 2/21/01 r,r.l.-•'��Ft•�I'. t'ret°# +,t ersA 31S �EH VgsceaaW, .FLEX0027 s'r , •_ "_ - `._�-.:. -...,... .......�_.. .. .... -.-• .... •... ._...Ol+lAMD4 FL JZE2e IL.POG.PD�«- _ PCV.4CritJr yQT. . .•->y--wr•+•.1 'fit+.:!*�.ti�.ir.Ai+ia:rr�+�..k.+..sa+M i:iwl. w.�•+��:-:+e•..• ',M PE;LICE?6E N4.407b2 „•F, - .... +_v '. _e e itiis ' _ - r! �— ';1RN'. ..a� t _ ......•.r.Li..+.+-.�a.....�.. srler.w iary,��;tlr.+ -•ye- � 1.. Y k_ �+� ,r .•�,. .,FllD1IrT.' .fit' 'I.` -r,N�.'E1• o. -•c-�1 -•.d•� .ter•,..�. .1-�- ! .:i :�,a'�. ;'w,t„`S" -'.+s,+•�( I:• ;..'af'^: 4 MAX, TVEEN T'SHEATNINGr` LCT" '" ttv-t Il/�' t ,fx+'Yi;' VlNilf3VTV2DTN Tv0 HY V<B7D+ �:, r 7 }t�t `y •� t SHIN SPACE FIN bn BY-OTHERS' .._SY-13Tt1ERS t� r s _ TN. :�:; +! +ri^ tUtrsJ, tY.' 4T a ,. f ,r, SMM'aI1S REC'A --- -- TVO HY:WOOD -�� r ts_.. ..�� -��. �� t: �•:'--' iir it a _ 1/ .. t a # SHIN ASUQ „�*''rxEl!`".ii (SEE `..s CTjE,W. ;,.• .. ..t_ X r,• .•74-t.. ..y_t:awv i��i`.Y Y�F'� -I.S•. �t1' - 't# t 4:�3.....Y• -.+.Jiv �'7�t7 t' t f' ,•,K •w�.• _ _.u., 1 i d ' Tt TI/4'—MAX t,� ,^ s t>��.6+ ► n GLAZING (TYP-)RIMETER - CAt1LK SHIN SPACE t:Bt zi (SEE NOTES) OTHERS _ _ THING FIN TYPE t h. ''(a H OTHER �_. VINDOV"FRAHE_� ~�~f. CAULK BETWEEN ! HEADER FIN TYPE GLAZING (TYPJ VINDOWINDOW FINV FRAME r L SHEATHING (SEE NOTES) ; .IAMB PERIMETER WDNDOV WIDTH CAULK INSTALLATION ANCHOR _ q BY OTHERS M8-WOOD SCREW STUCCO 31Y QT1fR5 t z.T-vi••' ?-z`"�--sysa s:9rryf r'`e S - !sl `•'•X"Y�' +,. _ e? i=- .:}•- - ...1 P _..S•. -; •t Y •_ ti r a'>`< 13UILDING PLANS OGM/N�1-, C�S Y � IJt b�C 1 :\J:0.:' S _ —s _J- ,. I Fey a '2E DTOR j 1 Rsi�f =� i tr fFr YL;.G ` � '�S�CTION 8 Br_ �Di'+ W1Y1F 8 �. THIS•PLAN.AN 108 24. OC G, �c• ` S CTYP EQUALLY SPACE i` C t W, ; aNCHORS (TYP.) 1 GLAZING CfYPJc ,•- !S Z z N!, .. !I X;;: E 1 Z (ice _ ��y �IOjES;_ �" �f _ C S Oda[g 7bo gills t f x 8t,. /) SHIM A5 ttEOb.7lT-EACH tttsiAUAT10N ANCHOR.' , (SEE -'--MAX!MlDWABLE--M'.STACK'-'TOtBEi.'1/4 k 2) WINDOW FRAME UATERUI_ ALUMIIIlri1'ALLOY 6063. Ex""t"`rOt7V / :3)'INSTARlA710N ANCHOR MUST BE-OF UIFfiaEM:Licon= TIi. •, No.�• ` '` r' 6- Y d f S-!,x X-A (.6'"MAX -TO ACHIEVE MRN,'EMBEDMENT-OF 1-;MTD WOdo BUCK. {s<. .}«L Zx •ss -nf wz i N+ z , " fi t Y Js 1;t et 1 j CTYPJ �) USE SpJC01NQED A(XtYLIC.CAULK BEHIND WINDOW FIN MBS. ' ► �, ?i.' ! f *; .} i 6'- , /lT+IEAD.•SMI.k.JA . _- .t WINDOW FRAME 5) S QED At SCA FOR PERIMETER SFJ1L. r_; . . ; - SILL- - OF 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, l MARBLE SILL ELEVATION . USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE- STOOL IZESTOOL _ nEWED FROM EXTERIOR, 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF nTHERS', BY OTHERS ASTM E1300 CLASS CHARTS. e) FLORIDA EXTRUDERS IOOO SERIES SINGLE HUNG IS SHOWN.. THIS PRINT ALSO APPLIES To THE FLORIDA EXTRUDERS 1500 —moi •,al - — Tr i,. _ + i - AND 2000 SERIFS SINGLE HUNGWINDOWS. NCHOR t ::fr• r ,. . CREW �• TVD BY WOOD COMPLIES WITH FBC"CHAPTER 17 SECTIONS 1707.4.4.1 FOR .:L BY OTHERS ANCHORING REQUIREMENTS AND 1707.4.2 FOR MASONRY J• , CONCRETE OR OTHER STRUCTURAL SU85TRATES, MARCH 1, 2002 FLORIDA EXTRUDERS INTERNATIONAL, INC FIN sHEATHI SANFORD. FLORIDA -TING BY OTTERS 3'MIN. TITLE* INSTALLATION DETAIL W/#8 SCREWS SECTION A-A EMBEDMENT11101' SINGLE HUNG FIN WINDOW - SERIES 1000, 1500, b 2000 ED PREPARBY:R06EH1"J.Am==.PL am oo.F 3262 MAY FFL DRAWN BY:BB APPROVED BY: - -- -- ►HA PPE UCOCE NO.flora DATE:12/13/01 SCALE:N. T. S. DXG.:FLEX0026 SHT 1 OF 2 �� .. 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Ott �,�{ k .Y- F � 1 ..�.' ,;.."(�slsa��'•- �� S �y�. _ r.•t�• 4_.44 ; to l it +".. x�"� s r tt � {1 �'►` z ,�,- � may,} 1MX'. � rrw wig y,�''�,�17..{..`Y.Yr" g. Keg;^" 15�, T' L��i�! ';y'•- ." a_i��'` " Ror. �.��,1; y� •_.iO1T'� {Vr W - rp+IR"'" SFlL fes•`_ �.." VIC v--flow CAP -IV ._�,, �pss ,p�Fp751 FS�N"" "'' f ' J} t ' t , ��' t9�'9�"T��,yYpy/tyixils��'- xgti•Writ 1_ Y• 1 OF t N Fes; Spa ` S, q yp35 1T�lrti OIL" QNB SNA c oG � `st ERS us a s '` tiktss: : `} rs'si SUP `toy- tEtt $1gUD q8"SSR 6s Lp0 '�s �4 � ��}• .�' � � � DAA SNL Fti0R1��'4Az Loi+�N u�No�,�: �X�2e Wss01- L R DCRipO11101 Zt at4L ' Nts S°o+6~ F1 r rr o� jell t ' tt . - SHCATHlNG - VINOOV VMH 11/4 SPACE tK SFW £ °Y OTHUIS 10 TVCd �. EMYfIINE)IT " - Hp7D FRANBVG WOOD FRANONG ♦TIONG 3a• yM .�. v ` h ', 3,DY OTFERSs J _ SIW SI -AS REO' - - SICATHING - '0. BY OTHERS (SEE.HOLES) tf4-94X GAZING .. ._ CSCE NOTE 6) )! '.' ••• INSTALLATION 'CR - �J.ti;�:F::1:�..•. ANGOR AK SUkOlIG ftAft DfAMMKA :}�7J•e CB SCREW :RS - REVIEWED FOR FIN IYPE CODE COAIPUANCE EXTERIOR v my N VINBOW FRANC 1w THIS PIAN ON)w 6 SHEATHING ECT(ON B—B EXTERIOR rvm APR 2 S M FW TYPE •1701ffTER •Y OTHERS j W&MV FRMS CA" mm ` I TaspecGo. a BY OTHERS 7)7 �W1X° AUXIVIABEE EMIE siJIM LOAD GE414211112 STACK To°E T/4 OSCE GLAZ IG --' IMV To ACHIM WL EL°EDuDIT OF V t HCEOHr WINDOW VIOTM INTO rATDo tTUME. Q m uImvm Aam c c"x FOR�IIETEx. h _ TIAL AAOUND tKI MM OF%VdW FRAYS . OSE suooNaEa ACRVUC CAWS 0000 mtoon 3r .;fix wtt U{ 15{R.TOES$11AY MVH CHARM.PER�1rE0tXR GL4ZI9 # E1700 CLtSS_ ' - - - - - - •, ._-. [.' .„. - `" 1150 OtML1F1ED� - - 7)tRAROA OCIRIJD= SM CS I=PERM A - - 'YOm01Y / IHXOOW IS SHOW 7NPL S PRINT AM APPLIES 70 --• - FIN TYPE - NSSaR 7N1E fL011OA OOM10ER5 7000 AND 1750;ildES . - VWOOV CRANE / 1 - PICIUM M'°D01� . =TER. B 8 9)TPALE SISIMLA110N ANCHORS AT C MAX. X FROM CORl*RND S ANA)L 24'O.C.DESIGN N" P1 CAPACITYa INSTALLITIOMS,WITH ANCHOR SPACING AS STATED,.1s 70.0 PSF FOR .. ALL AWVLABE£SIZES IIP TO 73*X 71'OR aaa rv: A sr X CIS'OR 7T°'x 37-3/° WX. aEv ��LE ATIQN °)�ALUMN&WW wUNIT CW K Uii.Eoi°SEE�uuAa VIEWED FROM E XTEROR °esTAuATaN SHEETS FOR TE0t1WE1IFJM •' M AS 1/44MAX°E� COMPLIES VITH FSC CHAPTER 17 SECTIONS 1707.4Ai FOR "•:Y: (SEE HATES) ANCHORING REQUIREMENTS AND 1707A2 FIR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES, MARCH 1, 2002 vFIN NBETWEN t MTit 3 t�BY s INTERNFRNGNG NAI, INC L StFli10EEG EMBEDMENT FLORIDA' EXTRUDERS pOROAT[O, FLORIDA ww acATwNc '0'�1NSTALLATION DETAIL W/ N8 WOOD SCREW BY OTHERS FIXED FIN WINDOW - SERIES 1000/2000 ACTION A—AA—A �+ +.,o.�,a.c DUVW BY:BB AQPRI I Y: °NUR'"rc00Lcoaa°,',o... DATE;1/13/02 SCAtE:N. T. S.D1Tc:FLEX0030 3 i Project NAME: MAIN ST 1-185 Lot: Subdivision: County: Duval Building Code:FBC2001 Computer Program Used MiTek 5.0 s General Truss Design Loads Gravity-Roof: 42 psf Total Load Wind:120 mph from ASCE 7-98 Individual Truss Drawings Show Special Loading Conditions This package includes 25 truss design drawings with individual date of design. With my seal affixed to this sheet, I hereby certify that this serves as an index sheet in conformance with Rule 61G15-23.002(2)and 61G15-31.003 of the Florida Board of Professional Engineers. Notes: The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Name: Jeffrey P.Arneson License#: 58544 Apex Technology is a fictitous name owned by Jax Apex Technology Inc.,a Florida Corporation.Florida Engineer Business No.7547 4745 SUTTON PARK COURT,SUITE 402,Jacksonville, FI.32224 904-821-5200 TRUSS PLACEMENT PLAN ROOF PLACEMENT PLAN NO TRUSS ID# DATE 1 0202957-CJ1 01/17/03 2 0202957-GE01 01/17/03 3 0202957-J1 01/17/03 4 0202957-J2 01/17/03 5 0202957-J3 01/17/03 6 0202957-J4 01/17/03 7 0202957-T1 01/17/03 8 0202957-T10 01/17/03 9 0202957-T11 01/17/03 10 0202957-T12 01/17/03 11 0202957-T13 01/17/03 12 0202957-T14 01/17/03 13 0202957-T2 01/17/03 14 0202957-T3 01/17/03 15 0202957-T4 01/17/03 16 0202957-T5 01/17/03 17 0202957-T6 01/17/03 18 0202957-T7 01/17/03 19 0202957-T8 01/17/03 20 0202957-T9 01/17/03 21 0202957-VCJ2 01/17/03 22 0202957-VJ4 01/17/03 23 0202957-VJ5 01/17/03 24 0202957-VJ6 01/17/03 25 0202957-VJ7 01/17/03 ROOF TRUSSES 0202957 PROFILE QTYj PITCH TYPE BASE PLY TOP BOT ID O/A REACTIONS GIRDER 09-10-13 Joint 2 Joint 4 Joint 5 + 1 4.241 0.00 CA 09-10-13 469.0 lbs. 205.5 lbs. 453.4 lbs. -524.7 lbs. -501.0 lbs. -414.1 lbs. GABLE 20-00-00 Joint 2 Joint 11 Joint 12 Joint 13 Joint 14 -�1 j 6.00 0.00 GE01 0-00-00 268.5 lbs. _22.5 lbs. 163 .7 lbs. 439.0 ibs. 184.0 lbs. 263.6 lbs. JACK 05-00-00 Joint 2 Joint 3 Joint 4 2 6.00 0.00 J1 05-00-00 298,11bs. 115.91bs. 71.9 lbs. � _ 303.7 lbs. 300.41bs._ _ 0.0 lbs. gaJACK 03-00-00 11 Joint 2 Joint 3 Joint 4 e 2 6.00 0.00 J2 03-00-00 223.7Ibs. 52.3 lbs. 41.9 lbs. -281.2 lbs. -168.3 lbs. 0.0 lbs. r, JACK 01-00-00 Joint 2 Joint 3 Joint 4 G-' 2 6.00 O.00i J3 01-00-00 174.8 lbs. 100.1 lbs. 14.4 lbs. 315.0 lbs. -31.6 tbs. 0.0 lbs. JACK 07-00-00 Joint 1 Joint 2 Joint 3 Joint 4 7 6.00 0.00 J4 07-00-00 358.4 lbs. 546.8 lbs. 145.1 lbs. 101.9 lbs. -128.6 lbs. -782.3 lbs. -344.4 lbs. 0.0 tbs. 2 Ply 6.00 3.00 GIRDER 32 00-00 J -3586.0 lbs. -3586.0 Joint lbs. SPECIAL 32-00-00 J-1551.6i 1551.6 Ibs. J 1 15 6 Ibs. 1 oint 10 6.00 3.00 T10 32-00-00 1415.11bs. 1415.21bs. SPECIAL 32-00-00 J-1522.3i 1522.3 lbs. 1lbs.1 6.00 3.00 T11 32-00-00 Joint 1519.2 1415.11bs. 1415.21bs. SPECIAL 32-00-00 Joint 2 Joint 9 - - 1 6.00 3.00 T12 32-00-00 1415.1 lbs. 1415.21bs. 1 -1481.1 lbs. 1481.1 1 bs. SPECIAL 32-00-00 Joint 2 Joint 9 1 6.00 3.00 T13 32-00-00 1415.1 lbs. 1415.2 lbs. -1433.81bs. -1433.7 lbs. �pl'ly 6.00 3.00 GIT14 32-00-00 N J-3586.1 lbs. J 3585.7 lbs. SCISSOR HI 32-00-00 Joint 2 Joint 9 1 6.00 3.00 T2 32-00-00 1415.1 lbs. 1415.2 lbs. -1433.8 lbs. 1433.8 lbs. nt SCISSOR HI 32-00 00 J 1477.5 lbs. J 11477.5 lbs. 1 6.00 3.00 T3 32-00-00 1415.1lbs. _1415.2 lbs. SCISSOR HI 32-00-00 Joint 2 Joint 9 1 6.00 3.00 -T4 32-00-00 1415.1 lbs. 1415.2 Ibs. 1 -1515.6 lbs. -1515.61bs. - - PIGGYBACK 32-00-00 Joint 2 Joint 11 -� 1 6.00 3.00 TS 32-00-00 1415.11bs. 1415.2lbs. 1548.0 bs. -1548.0 lbs. { I SCISSOR 32-00-00 Joint 2 Joint 10 ^� 7 6.00 3.00 T6 32-00-00 1415.1 lbs. 1415.1 lbs. -1562.2 lbs. 1562.2 lbs. SPECIAL 32-00-00 Joint 2 Joint 11 2 6.00 3.001 T7 32-00-00 1083.4 lbs. 1751.3 lbs. -1274.6 lbs. -2237.1 lbs. ROOF TRUSSES 0202957 PROFILE QTYj PITCH I TYPE BASE PLY Toa I BOT ID O/A REACTIONS SPECIAL 32-00-00 Jont 11 Joint 16 3 6.00 3.00 T8 32-00-00 jli5. 0.3lbs. 1288.7 lbs. 2088.4 lbs. -1719.3 lbs. SPECIAL 32-00-00 Joint 2 Joint 9 4 6.00 3.00 T9 32-00-00 1415.1 lbs. 1415.2 lbs. -1562.2 lbs. 1562.1 lbs. GIRDER 09-10-13 Joint 2 Joint 4 Joint 6 3 4.24 2.12 VCJ2 09-10-13 462.5 lbs. 180.7 lbs. 491.4 lbs. -517.2 lbs. -417.3 lbs. -501.4 lbs. INVERTED 07-00-00 Joint 2 Joint 4 Joint 5 13 6.00 3.00 VJ4 07-00-00 378.1 lbs. 44.1 ft. 231.7 lbs. L -429.8 lbs. -106.3 lbs. -278.4 lbs. INVERTED05-00-00 Joint 2 Joint 3 Joint 4 6 6.00 3.001 VJS OS-00-00 357.3 1 bs. 118.9 lbs. 9.7 I bs. -429.4 lbs. -213.2 lbs. 0.0 lbs. r" JACK 03-00-00 J-279.2lbs. Joint 17.3 Ibs. Joint lbs. -� 6 6.00 3.00 VJ6 03-00-00 223.7 lbs. 52.3 lbs. 41 9 lbs. 0. JACK 01-00-00 Joint 2 Joint 3 Joint 5 6 6.00 3.00 VJ7 01-00-00 173.5 lbs. 93.1 lbs. 18.8 lbs. -308.0 lbs --32.2 lbs. 0.0 lbs. iJob Truss I Truss Type I Qty 1 Ply MAIN STREET 1-185 0202957 Cil ROOF TRUSS A 1 I (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:12 2003 Page 1 -1-10-10 0-0-0 5-2-5 9.10.13 1-10.10 5.2-5 4-8-8 Scale4 1:19.2 2.4-- 4.24,j2- x44.24 12 3 T1 1 vvv 27-7 B1 1 5 4x5= 3x4= 1-11-13 9-10-13 0-0.0 5-2-5 9.10.13 5.2-5 4-8-8 1-10.10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.31 2-5 >372 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.47 2-5 >247 BCLL 10.0 Rep Stress Incr NO WB 0.27 Horz(TL) -0.01 5 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl=240 Weight:40 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 4=206/Mechanical,2=469/0-4-15,5=453/Mechanical Max Horz2=519(load case 2) Max Uplift4=-501(load case 5),2=-525(load case 2),5=414(load case 3) FORCES (lb)-First Load Case Only TOP CHORD 1-2=34,2-3=-608,3-4=49 BOT CHORD 2-5=573 WEBS 3-5=-624 NOTES (4) 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=:1.33. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 501 Ib uplift at joint 4,525 Ib uplift at joint 2 and 414 Ib uplift at joint 5. 3)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 4)Use SIMPSON LS30 at joint#4,#5 to attach jack truss to girder. LOAD CASE(S) 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54.0 Trapezoidal Loads(plf) Vert:2=-2.8-to-4=-133.6,2=-0.0-to-5=-74.2 2)MWFRS Wind Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=108.0 Horz:1-2=-116.4 Trapezoidal Loads(plf) Vert:2=-7.6-to-3=138.1,3=112.5-to-4=240.0 Horz:2=7.2-to-3=-149.4,3=-123.8-to-4=-260.8 3)MWFRS Wind Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37.1 Horz:1-2=-45.5 Trapezoidal Loads(plf) Vert:2=-33.3-to-3=112.5,3=138.1-to-4=265.7 Horz:2=32.8-to-3=-123.8,3=-149.4-to-4=-286.4 Continued on page 2 Job Truss Truss Type Qty I Ply MAIN STREET I-185 i !0202957 CJ1 ROOF TRUSS 1 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:12 2003 Page 2 LOAD CASE(S) 4)MWFRS 1st Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-2=108.0 Horz:1-2=-116.4 Trapezoidal Loads(plf) Vert:2=-7.6-to-3=138.1,3=102.2-to-4=229.7 Horz:2=7.2-to-3=-149.4,3=-113.5-to-4=-250.5 5)MWFRS 2nd Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=26.8 Horz:1-2=-35.2 Trapezoidal Loads(plo Vert:2=-43.5-to-3=102.2,3=138.1-to-4=265.7 Horz:2=43.1-to-3=-113.5,3=-149.4-to-4=-286.4 Job Truss Truss Type 7Qty 1 Ply MAIN STREET 1-185 10202957 IGE01 ROOF TRUSS 1 1 �. (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:13 2003 Page 1 -1d-0 0.0-0 10-0-0 20-0-0 1-4-0 1ao-6 IM-0 Scale=1.35.0 4x5= 7 1 2x4 II 2x4 II 6 6 6.00F12 5 2x4 11 2x4 11 9 T4 T 2x4 11 $T T 2x4'I 4 10 ¢T T i T T 3 I 2 Li �1 O 4x8= 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2.4 11 2x4 11 3x4 1-5-9 20.0-0 r � 0-0-0 2040-0 20-0-0 1-4-0 I Plate --- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 1 >999 BCLL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 11 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:94 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=222/20-0-0,11=107/20-0-0,15=180/20-0-0,16=184/20-0-0,17=109/20-0-0,18=309/20-0-0,14=182/20-0-0,13=119/20-0-0,12=293/20-0-0 Max Horz2=246(load case 4) Max Uplift2=-269(load case 4),11=-64(load case 5),15=-1(load case 3),16=-263(load case 4),17=-197(load case 4),18=-399(load case 4),14=-264(load case 5),13=-184(load case 5),12=439(load case 5) Max Grav2=222(load case 1),11=114(load case 7),15=180(load case 1),16=189(load case 6),17=109(load case 1),18=309(load case 1),14=186(load case 7),13=119(load case 1),12=293(load case 7) FORCES (lb)-First Load Case Only TOP CHORD 1-2=32,2-3=14,3-4=73,4-5=35,5-6=50,6-7=46,7-8=46,8-9=50,9-10=-11,10-11=69 BOT CHORD 2-18=-21,17-18=-21,16-17=-21,15-16=-21,14-15=-21,13-14=-21,12-13=-21,11-12=-21 WEBS 7-15=-124,6-16=-117,5-17=-75,4-18=-191,8-14=-116,9-13=-81,10-12=-178 NOTES (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=0.0psf;occupancy category ll;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 269 Ib uplift at joint 2,64 Ib uplift at joint 11,1 Ib uplift at joint 15,263 Ib uplift at joint 16,197 Ib uplift at joint 17,399 Ib uplift at joint 18,264 Ib uplift at joint 14,184 Ib uplift at joint 13 and 439 Ib uplift at joint 12. 7)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 8)APEX TECHNOLOGY IS A FICTITOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION. FLORIDA ENGINEER BUSINESS NO.7547-333 JACKSONVILLE DRIVE,JACKSONVILLE BEACH,FL.32250-904.241.5200 THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION.ADDITIONAL INSTRUCTIONS ACCOMPANYING THIS TRUSS DRAWING,INCLUDING HIB-91,SHOULD BE USED IN CONJUNCTION WITH THE ARCHITECTURAL AND STRUCTURAL PLANS DURING INSTALLATION.IF HIB-91 HAS NOT BEEN SHIPPED TO THE SITE WITH THE COMPONENT PICTURED ON THIS PAGE,PLEASE CONTACT APEX TECHNOLOGY FOR A FREE COPY 904.241.5200 LOAD CASE(S)Standard Job Truss Truss Type Qty Ply MAIN STREET 1-185 10202957 J1 ROOF TRUSS 2 1 �i (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:14 2003 Page 1 .1-4.0 0-0-0 3 5. 1-0-0 5-0.0 Scale=1:13.2 6.00 12 ry T1 2 01 1 4 1-5-9 W— 50.0 0-0-0 5.0-05.0-0 11-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.03 2-4 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.17 1 >109 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:18 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=116/Mechanical,2=298/0-3-8,4=72/Mechanical Max Horz2=293(load case 5) Max Uplift3=-300(load case 5),2=-304(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=33,2-3=42 BOT CHORD 2-4=0 NOTES (4) 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category II;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 300 Ib uplift at joint 3 and 304 Ib uplift at joint 2. 3)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 4)Use SIMPSON LS30 at joint#3 to attach jack truss to girder. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply MAIN STREET 1-185 0202957 J2 ROOF TRUSS 2 1 motional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:14 2003 Page 1 3 -1-4-0 010-0 3-M 1.4.0 _ 3-0-0 Scale=1:9.4 6.00,12 .Y T1 2 nT c, B1 I� 1 4 2x4= 1-5-9 3-0-0 a 3-0-0 M-0 1-4-0 I LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.04 1 >450 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl=240 Weight:12 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=52/Mechanical,2=224/0-3-8,4=42/Mechanical Max Horz2=186(load case 5) Max Uplift3=-168(load case 5),2=-281(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=33,2-3=-47 BOT CHORD 2-4=0 NOTES 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=0.0psf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 168 Ib uplift at joint 3 and 281 Ib uplift at joint 2. 3)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job 1 Truss Truss Type Qty Ply MAIN STREET 1-185 0202957 J3 ROOF TRUSS — 2 1 o tional TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:15 2003 Page 1 -1-4-0 i-0-0 1-0-0 Scale=1:5.6 2 d 6.00 12 81 T1 1 4 2x4= 1.5.9 140 0-0-0 1-a0 40 i-4-0 1- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 2 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) 0.03 1 >638 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:6 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=-32/Mechanical,2=175/0-3-8,4=14/Mechanical Max Horz2=115(load case 4) Max Uplift3=-32(load case 1),2=-315(load case 4) Max Grav3=100(load case 4),2=175(load case 1),4=14(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=32,2-3=-41 BOT CHORD 2-4=0 NOTES 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category 11;exposure C; partially, MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 Ib uplift at joint 3 and 315 Ib uplift at joint 2. 3)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard IJob Truss Truss Type Qty Pty MAIN STREET 1-185 0202957 IJ4 ROOF TRUSS 7 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:15 2003 Page 1 -1-40 0-0-0 3 7-0.0 1-4-0 _ 7-0-0 1 S1111 1113 6.00 12 T1 2 B1 i 4 U4= 1-5-9 7-0-0 0-0-0 7-0-0 7-0-0 1-4-0 Plate Offsets(X,Y): [2.6-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.11 2-4 >776 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.16 2-4 >517 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl=240 Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=-129/0-1-8,3=145/Mechanical,2=547/0-3-8,4=102/Mechanical Max Horz2=423(load case 5) Max Uplift1=-129(load case 1),3=-344(load case 5),2=-782(load case 5) Max Grav1=358(load case 5),3=145(load case 1),2=547(load case 1),4=102(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=87,2-3=50 BOT CHORD 2-4=0 NOTES (7) 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 2)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 Ib uplift at joint 1,344 Ib uplift at joint 3 and 782 Ib uplift at joint 2. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 7)Use SIMPSON LS30 at joint#3 to attach jack truss to girder. LOAD CASE(S)Standard I Job Truss Truss Type Qty Ply ;MAIN STREET 1-185 1 0202957 TI ROOF TRUSS 1 2 o tional TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:16 2003 Page 1 4�1A 0-0-0 4-3-87-0-0 12-11.7 19-0.9 25-0-0 27-&8 32-0-0 33-4-0 1-40 4-3-8 2-8-e 5-11-7 B-1-3 5-11-7 2-&8 4-3-8 1-40 Scale=1:57.7 6x12 M1120H= 6.12 MII20H= 2,4 11 3x4= 4 5 6 7 6.00 12 3x4 4i� 30 W4 W4 yW5 W4 8 3 d W2 17 1g 15 14 13 12 11 1pl$ d1 7x8= 3x4= 3x8= 54= 3x4= 3.4= 7x8= G 4x12% 4x12 3.00 12 1.5.9 33-5-9 12-11-7 1&0.9 25-0-0 27-8-8 32-0.0 a0-0 43 8 4-&8 28-8 7-0-0 5-11-7 61-3 —11-7 2-e-8 4-3-8 1-40 J 140 Plate Offsets(X Y)' [2:0-3-3 Edge] [3:0-0-0 0-0-0],[4:0-8-12 0-2-4] [5:0-0-0 0-0-0] [6:0-0-0 0-0-0],[7:0-8-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.92 15 >413 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.87 15 >439 M1120H 1871143 BCLL 10.0 Rep Stress Incr NO WB 0.68 Horz(TL) -0.49 9 n/a BCDL 5.0 Code FBC2001 1st LC LL Min lldefl=240 Weight:375 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP DSS 'Except" TOP CHORD Sheathed or 4-5-13 oc purlins. T2 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2 X 4 SYP No.20 `Except' B3 2 X 6 SYP DSS,B2 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=284910.3-8,9=284910-3-8 Max Horz2=-178(load case 5) Max Uplift2=-3586(load case 4),9=-3586(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-10643,3-4=-7878,4-5=-9814,5-6=-9814,6-7=-9814,7-8=-7878,8-9=-10643,9-10=16 BOT CHORD 2-17=9690,16-17=9706,15-16=6963,14-15=9814,13-14=9814,12-13=6963,11-12=9706,9-11=9690 WEBS 3-17=2407,3-16=-2809,4-16=1928,4-15=3078,5-15=-763,6-15=-0,6-13=-763,7-13=3078,7-12=1928,8-12=-2809 ,8-11=2407 NOTES 1)2-ply truss to be connected together with 1 Od Common(.1 48"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 4)Provide adequate drainage to prevent water ponding. 5)All plates are M1120 plates unless otherwise indicated. 6)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3586 Ib uplift at joint 2 and 3586 Ib uplift at joint 9. 8)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 9)Girder carries hip end with 7-0-0 end setback 10)Special hanger(s)or connection(s)required to support concentrated load(s)539.OIb down and 864.Olb up at 25-0-0,and 539.Olb down and 864.01b up at 7-0-0 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54.0,4-7=-117.6,7-10=-54.0,2-17=-30.0,16-17=-30.0,12-16=-65.3,11-12=-30.0,9-11=-30.0 Concentrated Loads(lb) Vert:16=-539.0 12=-539.0 Job (Truss Truss Type Qty Ply MAIN STREET 1-185 0202957 T10 ROOF TRUSS 1 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:17 2003 Page 1 -1-0-0 4-5-4 8-2-14 1224 15-0-0 17-0-0 21-9-13 26-7-11 32-0.0 33-4-0 14-0 4-54 3-9-10 3-11.8 2-9-12 2.0.0 4-313 4-9-13 5-4-5 1-4-0 Scale=1'.57.7 5x5 5x5= 6 7 T2— 2x4 II 5 � 3x4 8 6.00 12 4x5 W 4 Wt� d 2x4 i 2x4 It W3 3 W7 8 9 3 i � W 8 \�W\5 ��_ I 2 —_— 7x12–4 sib', ____ _. 10 o 17 –(i 8---- � 11 j 1� 1 5x8= a 3x8 a 15 14 13 12 4x5= 300 12 20 11 3x4= 3x4= 3x4= 1-59 33.5-9 0.0-0 4-3.8 12-2-4 15-0-0 17-0- 24-2-12 32-0.0 4-3-8 7-10-12 2-9-12 2-0.07-2-12 7-9-4 1-4-0 1-4-0 I Plate Offsets(X,Y): [2:0-3 8,0-1-8] [6:0-2-8 0-2-4],[7:0-2-8,0-2-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.53 16-17 >713 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.54 16-17 >700 BCLL 10.0 Rep Stress Incr YES WB 0.96 Horz(TL) -0.23 10 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:189 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-9-13 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-0-6 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-16 REACTIONS (Ib/size) 2=1415/0-3-8,10=1415/0-3-8 Max Horz2=324(load case 4) Max Uplift2=-1552(load case 4),10=-1552(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=31,2-3=-4525,3-4=-4409,4-5=-2238,5-6=-2155,6-7=-1403,7-8=-1621,8-9=-2270,9-10=-2449,10-11=33 BOT CHORD 2-17=4060,16-17=2509,15-16=26,5-16=-117,14-15=-53,13-14=1403,12-13=1779,10-12=2134 WEBS 3-17=12,4-17=1815,4-16=-708,14-16=1554,6-16=1;538,6-14=-438,7-13=525,8-13=-555,8-12=462,9-12=-230 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category II;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2 considers parallel to grain value using ANSIfTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1552 lb uplift at joint 2 and 1552 Ib uplift at joint 10. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type City Ply MAIN STREET 1-185 10202957 T11 ROOF TRUSS 1 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:18 2003 Page 1 -1-4-0 0.0-0 4-3-8 8-2-14 12-2d 13-0-0 19-0-0 25-2-12 32-0-0 33-4-0 L1 4 0 43 8 3 11$ 3-11$ 0-9-12 6.0.0 8-2-12 —_69-0 1.40 Scale=157.7 4x8 48= 5 6 2 1 05 i 6.00 12 4 W53x4 7 d_ 2x4 11 W3 3 W8 8 I4 2 9 igl 18 1 5x8= 702= ' 3x8= 13 12 11 10 4x5= 3.00 12 214 11 40= 2x4 11 2x4 II 2x4 II 1-59 33-5-9 0-0-0 4-&8 12-23 19.0-0 25-2-12 32.0-0 43-8 7-10.12 8-9-12 6-2-12 6,9d 1-40 1-40 Plate Offsets(X Y)L [2 0-3-8 0-1-8] [5:0-4-0 0-1-16j[6.6-5-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.50 15-16 >764 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.57 15-16 >671 BCLL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) -0.22 8 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min Udefl=240 Weight:177 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 2-9-10 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-1-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=141510-3-8,8=1415/0-3-8 Max Horz2=288(load case 4) Max Uplift2=-11522(load case 4),8=-1519(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=31,2-3=-4541,3-4=-4422,4-5=-2174,5-6=-1889,6-7=-1837,7-8=-2452,8-9=33 BOT CHORD 2-16=4077,15-16=2536,14-15=2536,12-14=304,5-14=630,12-13=0,11-12=-54,10-11=2112,8-10=2112 WEBS 3-16=22,4-16=1811,4-14=-741,11-14=1655,6-11=167,7-11=-612,7-10=224,6-14=430,13-15=-183 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category ll;exposure C; partially;MWFRS gable end 2one;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1522 Ib uplift at joint 2 and 1519 Ib uplift at joint 8. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard rob 'I Truss Truss Type Qty Ply MAIN STREET 1-185 10202957 T12 ROOF TRUSS 1 1 I (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:19 2003 Page 1 5-10.15 11-0-0 12-2.4 16-7-2 21-0-0 26-2-12 32-0.0 33-4-0 t-40 5-10.15 5-1-1 1-2-4 _ 44-14 44-14 5-2-12 5.9-4 1-4-0 Scale=1'.57.7 5x5= 3x4 II 3x4= 5x5= 4 5 B 7 T2 6.00 12 � W4 2x4 3 3x4 8 VilW7 8 B� d W2 16 2 16 10 mo I 15 A—_--- - — -- - — 1 6x8= 6x12= 3x8 3x4= 13 12 11 4x5= 3.00 12 2x4 11 3x8= 3x4= 1-5.9 33-5.9 0.0.0 4-3-8 11-0.0 12-24 18-7-2 24-0-5 32-0-0 4.3-8 6-8-8 1-2-4 44-14 7-5-3 7-11-11 1-ao 1-4-0 I� Plate Offsets(X Y): [2:0-3 4 0-1-8],[4:0-3-0 0-2-8]—[7,04--0_0:2--8f, LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.41 15-16 >937 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.43 15-16 >880 BCLL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.21 9 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:176 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-9-5 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-2-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1415/0-3-8,9=1415/0-3-8 Max Horz2=253(load case 4) Max Uplift2=-1481(load case 4),9=-1481(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=31,2-3=-4593,3-4=-2454,4-5=-2170,5-6=-2205,6-7=-1918,7-8=-2259,8-9=-2435,9-10=33 BOT CHORD 2-16=4134,15-16=3094,14-15=2125,13-14=62,5-14=97,12-13=299,11-12=1709,9-11=2121 WEBS 3-16=1438,3-15=-1013,4-15=658,12-14=1680,6-14==412,6-12=-546,7-12=335,7-11=521,8-11=-259 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=0.0psf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1481 Ib uplift at joint 2 and 1481 Ib uplift at joint 9. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply MAIN STREET 1-185 ^�I 10202957 T13 ROOF TRUSS i 1 1 o tionaq I TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:19 2003 Page 1 -t-0-0 0-0A 4-18 9.0-0 12-2-0 17-7-2 23-0-0 27-2-12 32.0.0 33-4-0 1 4 0 4-3 8 4-8-8 3-2-4 5-4-14 5-4-14 4-2-12 _ — 4-9-4 1-40 Scale=1:57.7 6x8= 2x4 II 3x4= 498= 4 6 6 7 - T2 - -- - 6.00T W3 W'4 >2M2x4 IIW732 7x12— 84— _. 101814 J 1 6x8= 3`,8; 13 12 11 4x5= 3.00 12 2x4 11 8x8= 3x4= 1-59 33-59 0-0-0 43-8 4-3-8 7-1412 12 2-4 5-4-14 17-7-2 54-14 23-0-0 -0-0 32-0-0 1-4-0 - 1.4.0 Plate Offsets(X Y): 0-1-8] [40-6-0,0-2-8 [i-0--5-6—,04-4 : - j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.52 14-15 >738 M1120 249/190 TCDL 7,0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.74 14-15 >513 BCLL 10.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.24 9 n/a BCDL 5.0 Code FBC2001 1st LC LL Min Udefl=240 Weight:172 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-10-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-3-8 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-15,12-14 REACTIONS (Ib/size) 2=141510-3-8,9=1415/0-3-8 Max Horz2=217(load case 4) Max Uplift2=-1434(load case 4),9=-1434(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-4603,3-4=-4528,4-5=-2811,5-6=-2811,6-7=-2294,7-8=-2083,8-9=-2316,9-10=16 BOT CHORD 2-15=4182,14-15=2325,13-14=79,5-14=-232,12-13=0,11-12=1872,9-11=2051 WEBS 3-15=-103,4-15=2154,4-14=710,12-14=2335,6-14=623,6-12=-633,7A2=552'7-11=311,8-11=-212 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1434 Ib uplift at joint 2 and 1434 Ib uplift at joint 9. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply MAIN STREET 1-185 10202957 �T14 ROOFTRUSS 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:Ob:20 2003 Page 1 -1-4-0 0.0-0 4-3.8 4-5-4 7-0-0 12-2-4 16-6-1 20-8-3 25-0-0 28-0-12 32-0-0 334-0 1-4-0 4-3-B 0.1.12 2-6-12 5-2-0 4-3-13 4-2-1 4.3-13 3-0-12 311-0 14-0 Scale=1'.57.7 5x5= 7x6= 4x5= 3x4= 56= 4 5 6 7 8 6.00 Fiff 3x4 i W5 2x4 i W4 9 3 W2 W W9 10 B d W „y 6 Di 2 - - - _ _ d 17 18 8x8 � 8410 �--- 1t d 1 7x8= 4x12 412 14 13 12 4x5= 300 12 2x4 11 7x8= 3x8= 1.5-9 33-5-9 0.0.0 2-10.13 438 7-0-0 12-2-0 16-6-1 20.8-3 25-0-0 28312 32-0.0 2-10.13 1-0-11 2-8-8 5-2-4 4-3-13 4-2-1 4-3-13 3-0-12 3.11-0 1-4-0 - 1-4-0 Plate Offsets(X Y): [2:0-3-4 Edge] [150-5-12,0-5-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.83 15 >460 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.78 15 >489 BCLL 10.0 Rep Stress Incr NO WB 0.73 Horz(TL) -0.35 10 n/a BCDL 5.0 Code FBC2001 1st LC LL Min I/defl=240 Weight:407 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP DSS 'Except* TOP CHORD Sheathed or 4-5-13 oc purlins. T2 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2 X 4 SYP No.21) 'Except* B22X6SYP DSS,B42X6SYP SS WEBS 2 X 4 SYP No.3 'Except* W6 2 X 4 SYP No.21) REACTIONS (Ib/size) 2=2849/0-3-8,10=2849/0-3-8 Max Horz 2=1 82(load case 4) Max Uplift2=-3586(load case 4),10=-3586(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-10643,3-4=-7878,4-5=-6892,5-6=-10839,6-7=-7163,7-8=-4877,8-9=-5529,9-10=-5653,10-11=18 BOT CHORD 2-17=9690,16-17=9706,15-16=10852,14-15=136,5-15=1121,13-14=0,12-13=6437,10-12=5041 WEBS 3-17=2407,3-16=-2809,4-16=3115,5-16=-4307,13-15=7483,6-15=4127,6-13=-2358,7-13=950,8-12=2124, 9-12=-91,7-12=-1936 NOTES 1)2-ply truss to be connected together with 10d Common(.1 48"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category If;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL==1.33. 4)Provide adequate drainage to prevent water ponding. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3586 Ib uplift at joint 2 and 3586 Ib uplift at joint 10. 7)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 8)Girder carries hip end with 7-0-0 end setback 9)Special hanger(s)or connection(s)required to support concentrated load(s)539.OIb down and 864.Olb up at 25-0-0,and 539:01b down and 864.0lb up at 7-0-0 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. LOAD CASE(S) 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54.0,4-8=-117.6,8-11=-54.0,2-17=-30.0,16-17=-30.0,15-16=-65.3,12-14=-65.3,10-12=-30.0 Concentrated Loads(lb) Continued�fl$,W2539.0 12=-539.0 Jo�Truss Truss Type Qty Ply sMAIN STREET 1-185 �l 0202957 T14 ROOF TRUSS 1 ;2 o tional _ ' TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:20 2003 Page 2 LOAD CASE(S) 2)MWFRS Wind Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=49.5,2-4=40.9,4-8=247.9,8-10=67.1,10-11=30.5 Horz:1-2=-57.9,2-4=49.3,8-10=75.5,10-11=38.9 Drag:4-5=1.7,7-8=-2.0 Concentrated Loads(ib) Vert:16=864.0 12=864.0 3)MWFRS Wind Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=30.5,2-4=67.1,4-8=247.9,8-10=40.9,10-11=49.5 Horz:1-2=-38.9,2-4=-75.5,8-10=49.3,10-11=57.9 Drag:4-5=1.7,7-8=-2.0 Concentrated Loads(lb) Vert:16=864.0 12=864.0 4)MWFRS 1st Wind Parallel:Lumber increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=108.0,2-4=99.3,4-8=212.0,8-10=63.4,10-11=26.8 Horz:1-2=-116.4,2-4=-107.7,8-10=71.8,10-11=35.2 Drag:4-5=1.4,7-8=-1.7 Concentrated Loads(lb) Vert:16=864.0 12=864.0 5)MWFRS 2nd Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=26.8,2-4=63.4,4-8=212.0,8-10=99.3,10-11=108.0 Horz:1-2=-35.2,2-4=-71.8,8-10=107.7,10-11=116.4 Drag:4-5=1.4,7-8=-1.7 Concentrated Loads(lb) Vert:16=864.0 12=864.0 6)1st unbalanced Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54.0,4-8=-117.6,8-11=-14.0,2-17=-30.0,16-17=-30.0,15-16=-65.3,12-14=-65.3,10-12=-30.0 Concentrated Loads(lb) Vert:16=-539.0 12=-539.0 7)2nd unbalanced Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-14.0,4-8=-117.6,8-11=-54.0,2-17=-30.0,16-17=-30.0,15-16=-65.3,12-14=-65.3,10-12=-30.0 Concentrated Loads(lb) Vert:16=-539.0 12=-539.0 Job Truss Truss Type QtyQtyiPlyPly MAIN STREET 1-185 020295 7 T2 'ROOF TRUSS 11 i 1 i (optional) J TRUE TRUSS INC.,JACKSONVILLE FL. 32.226,MEJ 5.000 s Sep 4 2002 Mi rek Industries,Inc. Thu Jan 16 09:06:21 2003 Page 1 -1-0-0 0.0-0 4-38 9-0.0 13-8-0 18-4.0 230-0 27-8-8 32-0.0 33-4-0 1-4-0 4.3-8 4-8-8 4-8-0 4-8-0 4-8-0 4." 4-3-8 1.4-0 6Ca;e=1:57.7 5x5= 3x4= 3x4= 5x5= 4 5 6 7 l -- -�2- I s.o6tz � -------- 3x4 I V. W4 5 W / W4 V 3x4 e id 3 h W2 i W2 I 2 9 m is 15 14 13 12 11 101d 1- dt 6x8= 3x8= 5x5 3x8= 6x8= 3x8; 3x8 3.00 ill2 1-5.9 33-5-9 0.0-0 4-38 9-0-0 7-0-0 16-0. 7-0.0 0 230.04-"0 27-" 4-3-8 32-0.0 4-3-8 4-8-8 1-4-0 - 1-4'0 Plate Offsets(X Y): [2:0.3-4 0-1-8],[4:0-2-8 0-2-4],[7:0-2-8 0-2-4],[8:U-0-0.0-0-0] (9:0-3-4 0-1-8] [11:0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.58 13 >655 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.61 12-13 >626 BC LL 10.0 Rep Stress Incr YES WB 0.69 Horz(TL) -0.37 9 n/a BCDL 5.0 Code FBC2001 1st LC LL Min I/defl=240 Weight:158 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-9-15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-3-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=141510-3-8,9=1415/0-3-8 Max Horz2=-215(load case 5) Max Uplift2=-1434(load case 4),9=-1434(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-4606,3-4=-2659,4-5=-2415,5-6=-2928,6-7=-2415,7-8=-2659,8-9=-4606,9-10=16 BOT CHORD 2-15=4189,14-15=3931, -15=4189,14-15=3931,13-14=2861,12-13=2861,11-12=3931,9-11=4189 WEBS 3-15=1159,3-14=-1609,4-14=940,5-14=-567,5-13=123,6-13=123,6-12=-567,7-12=940,8-12=-1609,8-1 1=1 159 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BC'DL=O.Opsf;occupancy category il;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL:-1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1434 Ib uplift at joint 2 and 1434 Ib uplift at joint 9. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss TypeQty IPI My AIN STREET 1-185 10202957 I T3 ROOF TRUSS -1 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16-0-670-6-.22 2003 Page 1 iJ0-4-0 0.0 5-10.15 5-10-15 0.71 11-0-0 580 16-0.0 5-" 21-0-0 X17 5 26-1-1 32-0.0 33-4-0 0.15 4-0 Scale 1:577 48= 2x4 11 4x8= 4 5 8 _-T2 6.00 12 4x51 W4 W W4 W 4x51 3 7 d d W2 W2 I I 2 8 dl 14 13 12 11 10 d 1 6x8= 3x4= 5x8= 3x4= 6x8= Im] 3x8 3x8 3.00 112 -0.9 33-0.9 0.0-0 4 0.8 4-3-8 6-8-8 11-PO 5-04 16-0.0 0.0.0 21-0-0 6-8-8 q 27-8-8 32-0-0 38 4-0 i LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.47 12 >808 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.51 10-11 >744 BCLL 10.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.33 8 n/a BCDL 5.0 Code FBC2001 1st LC LL Min I/defl=240 Weight:165 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-7-6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-4-4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1415/0-3-8,8=1415/0-3-8 Max Horz 2=-251(load case 5) Max Uplift2=-1478(load case 4),8=-1478(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-4569,3-4=-2322,4-5=-2318,5-6=-2318,6-7=-2322,7-8=-4569,8-9=16 BOT CHORD 2-14=4170,13-14=3089,12-13=2093,11-12=2093,10-11=3089,8-10=4170 WEBS 3-14=1515,3-13=-1085,4-13=561,4-12=303,5-12=-262,6-12=303,6-11=561,7-11=-1085,7-10=1515 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category II;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing atjoint(s)2,8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1478 Ib uplift at joint 2 and 1478 Ib uplift at joint 8. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard iJob Truss Truss Type Qty Ply MAIN STREET 1-185 0202957 IT4 ROOF TRUSS 1 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:23 2003 Page 1 -1-0-0 0-0-0 4-5-4 e-7-12 13-010 19-0 23-4-4 27-6-12 32-0.0 33-4.0 1-4-0 4-5-0 4-2-8 4-4-4 6.0.0 44-0 4-2-8 4-5-4 1.4.0 Scale=1:57.7 4x8= 5x5= 5 6 F2 5x5 5x5 O 6.00 12 4 7 �V WS d 2x4 II W3 W3 2x4',I 3 8 2 9 Id �} 15 - _— 14 13 12 ..__ 1t 10(v�vj� 1 6x8= 3x4= 3.4= 3x6= 6x8= b 4x8 3x8; 3.00 F12- 1-5.9 33-5-9 0.0-0 438 13.10 19-0-0 27-8-8 32-0.0 4-3-8 8-8-8 2-0 8-8-8 4-3-8 1-40 1-4-0 - —.—_---. _. —.—_—. Plate Offsets(X,Y): [5:0-5-8,0-2-4],[6:0-2-8,0-2-4],[9:0-3-4,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.52 14 >734 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.69 14-15 >550 BCLL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) -0.35 9 n/a BCDL 5.0 Code FBC2001 1st LC LL Min I/dell=240 Weight:167 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-9-3 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-1-15 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-15,7-11 REACTIONS (Ib/size) 2=1415/0-3-8,9=1415/0-3-8 Max Horz 2=-287(load case 5) Max Uplift2=-1516(load case 4),9=-1516(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-4603,3-4=-4525,4-5=-2037,5-6=-1837,6-7=-2037,7-8=-4525,8-9=-4603,9-10=16 BOTCHORD 2-15=4182,14-15=2376,13-14=1837,12-13=1837,11-12=2376,9-11=4182 WEBS 3-15=-80,4-15=2110,4-14=-694,5-14=635,5-12=0,6--12=635,7-12=-694,7-11=2110,8-11=-80 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category ll;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing atjoint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1516 Ib uplift at joint 2 and 1516 Ib uplift at joint 9. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type City Ply �STREETI-1850202957 TS ROOF TRU55 1 1 TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:23 2003 Page 1 -"'1-4-0'" 1-40 0.0-0 3-11-12 7-1-8 10-3-5 iS0-0 17-0.0 21-8-11 24-10-8 28-0-0 32-0-0 33.4-0 1 4 0 3.11 12 3-1-13 3-1-13 4-8-11 2-0-0 4-8-11 3-1-13_ 4 3-1-13 3-11-12 1-0-0 Scale=1:57.0 5x5 56= 6 7 2x411 W5 W5 2x411 5 e &00,1-2 3x4 i 3.4 4 II 9 W3 W3 2x4 15 2.4= 5x5= 10 3 16 4 3x8; 3x8 13 2 17 3x4 r 3x4 3.001 12 12;a 1 4.81 4.8= 1-59 33-5-9 0-0.0 5.6-10 10-3-5 16.0-0 21-8-11 26-5-6 3240-0 54i1D 4-8-11 5-8-it SB-11 4-8-11 56-10 1-4-0 14-0 Plate Offsets(9,1? [6'0-2-8 0-2-4] [7:0-2-8,0-2-4f - - -- -- — - - --- -^-- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.75 16 >505 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.73 15-16 >519 BCLL 10.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.53 11 n/a BCDL 5.0 Code FBC2001 1st LC LL Min 1/deft=240 Weight:166 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11-4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-1-1 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-16,7-14 REACTIONS (Ib/size) 2=1415/0.3-8,11=1415/0-3-8 Max Horz2=-323(load case 5) Max Uplift2=-1548(load case 4),11=-1548(load rase 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-4525,3-4=-4411,4-5=-3837,5-6=-3839,6-7=-2913,7-8=-3839,8-9=-3837,9-10=-4411,10-11=-4525, 11-12=16 BOT CHORD 2-17=4105,16-17=3917,15-16=2785,14-15=2785,13-14=3917,11-13=4105 WEBS 3-17=-39,4-17=255,4-16=-391,5-16=-219,6-16=1067,6-15=790,7-15=790,7-14=1067,8-14=-219,9-14=-391, 9-13=255,10-13=-39 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category Il;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)Bearing atjoint(s)2,11 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1548 Ib uplift at joint 2 and 1548 Ib uplift at joint 11. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply MAIN STREET 1-185 0202957 T6 ROOF TRUSS I7 1 (optional) _I TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:24 2003 Page 1 4-7-7 8-4-15 1.2-2-8 16-0-0 19-9-8 23-7-1 27-4-9 32-0-0 33.4-0 1-4-0 4-7.7 3-9-8 3-38 3-9-8 3-9-8 3-38 3-38 - 4-7-7 1-0-0 Scale=1'.57.0 4x5= 6 3x4 3x4 5 7 WS W5 6.00112 3x4 W 6 3x4 4 6 W3 W3 2x4 1 !� ` 14 2x4 3 5x8— � 9 1 \ 6 13 3x4; 3x4 2 6 12 10 1 3x4= 3.0012 3x4, 1Q$� 4.8= 4x8 1-5-9 33-5-9 0-0.05-10-10 10-11-5 16-0.0 21-0-11 26.1-6 32-0-0 5.10.10 5-0-11 5-0-11 5-0.11 5-0-11 5-10-10 1-4-0 - 1J-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.77 14 >492 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.73 14-15 >520 BCLL 10.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.56 10 n/a BCDL 5.0 Code FBC2001 1st LC LL Min I/deft=240 Weight:159 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-10-5 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-0-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1415/0-3-8,10=1415/0-3-8 Max Horz 2=341(load case 4) Max Uplift2=-1562(load case 4),1 0=-1 562(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-4520,3-4=-4367,4-5=-3696,5-6=-2874,6-7=-2874,7-8=-3696,8-9=-4367,9-10=-4520,10-11=16 BOT CHORD 2-16=4111,15-16=3752,14-15=3225,13-14=3225,12-13=3752,10-12=4111 WEBS 3-16=-96,4-16=400,4-15=-393,5-15=519,5-14=-646,6-14=2366,7-14=-646,7-13=519,8-13=-393,8-12=400, 9-12=-96 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1562 Ib uplift at joint 2 and 1562 Ib uplift at joint 10. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply �MAINSTR ET 1-185 0202957 T7 ROOF TRUSS 2 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:25 2003 Page 1 -i-0-0 00-0 5-10-10 10-11-5 18-0-0 20-10-4 25-8-8 26-7-0 32-0-0 33.4-0 1-4-0 5.1010 5-0.11 5-0-11 4-10-4 4-10-0 2.106 3-5-0 14-0 Scale=1:57.0 4X5= 5 3x4 5x8 6 6.00 4 W4 W6 112 3x4 1 2x4 7 3 W2 13 �- 5x8= 3x8 —__ W 8 14 3x4 s W 412 g 5 2 2x4 11 3.00 12 50d i 1 3x4= 11 4x5 4x5= 1-5-9 33.5-9 0-0-0 5-1010 10-11-5 1&0.0 25.06 63-6 32.0-0 $.1010 5.0-11 SO-15 9'8-6 1-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.57 12-13 >539 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.85 12-13 >363 BCLL 10.0 Rep Stress Incr YES WB 0.84 Horz(TL) -0.22 11 n/a BCDL 5.0 Code FBC2001 1st LC LL Min I/defl=240 Weight:162 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-2-15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-7-11 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-12 REACTIONS (Ib/size) 2=1083/0-3-8,11=1751/0-3-8 Max Horz 2=342(load case 4) Max Uplift2=-1 275(load case 4),11=-2237(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-3118,3-4=-2321,4-5=-1442,5-6=1442,6-7=1395,7-8=1395,8-9=562,9-10=16 BOT CHORD 2-15=2846,14-15=2846,13-14=2140,12-13=791,11-12=-1948,7-12=-207,9-11=-500 WEBS 3-15=162,3-14=-686,4-14=365,4-13=-824,5-13=1017,6-13=548,6-12=-2635,8-12=-1251,8-11=578 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category ll;exposure C; partially;MWFRS gable end zone;cantilever right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1275 Ib uplift at joint 2 and 2237 Ib uplift at joint 11. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard IJob Truss Truss Type Qty Ply MAIN STREET 1-185 0202957 T8 ROOFTRUSS 3 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:26 2003 Page 1 -t-0-0 0.0-0 4.3.8 10-1-12 16-0-0 20.10-4 25-8-8 28-7-0 32-0-0 334-0 1-4-0 4-3-8 5-10.4 510-4 4.10-4 4-10-0 2-10-8 3-5-0 Scale=157.0 5x5= 5 4x8 3x4: g 6.00 F12 4 W5 W3 3x4 II 7 5x5% 1 35x8= w 14 _ dx5 � 8 3 45 24 3.00,12 6x12 'h 9 9x5 — 1 �' t Dig I 3x4= 3x4= 16 11 3x4 I I 4x5= 1-5-9 4-0-0 2359 0.30 4-3-8 10-1-12 16-0-0 25-8-8 32-0-0 4-3-8 510.4 5-104 9-8-8 6-3-8 1-4-032-0-0 1-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.31 9 >237 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.35 10 >47 BCLL 10.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.15 11 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl=240 Weight:165 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-10-10 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-14.6-12 REACTIONS (Ib/size) 16=1289/0-3-8,11=1550/0-3-8 Max Horz 16=-342(load case 5) Max Uplift16=-1719(load case 4),11=-2088(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=32,2-3=573,3-4=-1238,4-5=-1043,5-6=-1025,6-7=1175,7-8=1321,8-9=557,9-10=32 BOT CHORD 2-16=-444,15-16=-1254,3-15=-985,14-15=-642,13-14=1097,12-13=592,11-12=-1674,7-12=-311,9-11=-448 WEBS 3-14=1635,4-14=-189,4-13=-170,5-13=562,6-13=346,6-12=-2008,8-12=-1071,8-11=425 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category II;exposure C; partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1719 Ib uplift at joint 16 and 2088 Ib uplift at joint 11. 4)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard i Job Truss Truss Type Qty Ply MAIN STREET 1-185 0202957 T9 ROOF TRUSS 4 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:26 2003 Page 1 -14-0 0.0-0 4-3.8 8-2-14 12-2-4 160-0 21-1-13 26-3-11 5-8 5 32-0-0-0 X3-4-0 1-4-0 4-3-8 3.11.6 3-11-6 3-9-12 5-1-13 5-1-13 Scale=1 5T 4x5= 6 2x4 I 5 30 2 6.00 (12 5x5 W 4 I 2x4 i 2.4 II W3 3 ! W7 8 8 3 I W W5 di 2 15 6x12 d 1 8x8= 10:41— U8 0d1-4x8; 13 12 11 45= 3.00 12 2x4 II 3x8 3x4= 1-;9 33-5.9 _i 0.0.0 4-38 23-812 4-3-8 7-10-12 12-2-4 3.9-12 1;0.0 7 8 12 8 3� 32-01 1-4-0 - 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.48 14-15 >791 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.69 14-15 >548 BCLL 10.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.24 9 n/a BCDL 5.0 Code FBC2001 1st LC LL Min I/defl=240 Weight:183 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.213 TOP CHORD Sheathed or 2-10-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 3-0-13 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-15,6-14 REACTIONS (Ib/size) 2=1415/0-3-8,9=1415/0-3-8 Max Horz 2=342(load case 4) Max Uplift2=-1562(load case 4),9=-1562(load case 5) FORCES (lb)-First Load Case Only TOP CHORD 1-2=16,2-3=-4603,3-4=-4527,4-5=-2146,5-6=-2146,6-7=-1479,7-8=-2106,8-9=-2303,9-10=16 BOT CHORD 2-15=4182,14-15=2491,13-14=57,5-14=-213,12-13=0,11-12=1693,9-11=2043 WEBS 3-15=-66,4-15=2004,4-14=-708,12-14=1363,6-14=1301,6-12=229,7-12=-548,7-11=446,8-11=-231 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category II;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 3)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1562 Ib uplift at joint 2 and 1562 Ib uplift at joint 9. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply MAIN STREET 1-185 i 0202957VCJ2 ROOF TRUSS 3 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:27 2003 Page 1 -1-10-10 0-0-0 3-5-4 5-10-9 9-9.5 9.10.13 1.10-10 3-5-4 2-5-8 3-10-11 0x1,8 Scale=1:19.9 4 3.41 3 m� 4.24;12 W2 Id, / 82 2 5x5= R 3x4= i 1^ 1 3.1= 2.12 12 1-11-13 9.10-13 0-0.0 3S4 8-0-1 9-10-13 3-5-4 28-13 3-10-12 1-10-10 9.10-13 Plate Offsets(X Y): [2:0-0-12 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.08 2-7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.08 2-7 >999 BCLL 10.0 Rep Stress Incr NO WB 0.38 Horz(TL) -0.04 6 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl=240 Weight:40 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-8-3 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 4=181/Mechanical,2=463/0-3-8,6=491/Mechanical Max Horz2=523(load case 2) Max Uplift4=-417(load case 5),2=-517(load case 2),6=-501(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=31,2-3=-1253,3-4=44 BOT CHORD 2-7=1180,6-7=1098,5-6=0 WEBS 3-7=408,3-6=-1159 NOTES (5) 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category II;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=:1.33. 2)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 417 Ib uplift at joint 4,517 Ib uplift at joint 2 and 501 Ib uplift at joint 6. 4)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 5)Use SIMPSON LS30 at joint#4,#5 to attach jack truss to girder. LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert: 1-2=-54.0 Trapezoidal Loads(plf) Vert:2=-2.0-to-4=-133.6,2=0.0-to-7=-44.6,7=-44.6-to-5=-74.2 Job Truss Truss Type Qty Ply MAIN STREET 1-185 10202957 VJ4 ROOF TRUSS 13 1 i o tional I TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:27 2003 Page 1 4.54 4 7.0.0 14.0 4.5-4 _ 2-6-12 Scale=1:17.0 30 3 d 6.00 IT W W2 T1 —I 62 B1 5 6 5z5= p 2 C' 3x4 3x4= 3.002 1 1-5-9 7-0.0 0-0.0 7-0-0 43-8 2-8-8 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 2-6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.05 1 >399 BCLL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.01 5 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:30 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 8-6-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 4=44/Mechanical,2=378/0-3-8,5=232/Mechanical Max Horz2=410(load case 4) Max Uplift4=-106(load case 5),2=-430(load case 4),5=-278(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=31,2-3=-516,3-4=-41 BOT CHORD 2-6=431,5-6=383 WEBS 3-6=205,3-5=-428 NOTES (5) 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category ll;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 2)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 ib uplift at joint 4,430 lb uplift at joint 2 and 278 Ib uplift at joint 5. 4)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 5)Use SIMPSON LS30 at joint#5 to attach jack truss to girder. LOAD CASE(S)Standard FJ-0b iTruss Truss Type Qty iPly STREET 1-185 i 10202957 VJ5 ROOF TRUSS �6 i 1 _ I I(optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:28 2003 Page 1 .1-4,-0 1-0-0 0-0-0 5-0-0 3 5 Scale=1'.13.2 to 6.00.12 of d T1 62 81 ' S 4 3x4=_ 2 I 3.00 12 3.4; 1 1-5-9 5-NO 0.0.0 4-3-e 5.0-0 4-3-6 0-8-6 1.4-0 - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.02 2-5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.11 1 >176 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:18 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 3=119/Mechanical,2=357/0-3-8,4=10/Mechanical Max Horz3=124(load case 4),2=283(load case 1),4=-289(load case 1) Max Uplift3=-213(load case 4),2=-429(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=31,2-3=48 BOT CHORD 2-5=-310,4-5=-289 NOTES 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category II;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 2)Bearing at joint(s)2 considers parallel to grain value using ANSI1TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 213 Ib uplift at joint 3 and 429 Ib uplift at joint 2. 4)Non Standard bearing condition. Review required. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard ;Job :Truss Truss Type qty ;Ply I MAIN STREET 1-185 10202957 VJ6 ROOF TRUSS 6 1 o tional TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000 s Sep 4 2002 MiTek Industries,Inc. Thu Jan 16 09:06:28 2003 Page 1 -1-4-0 14-0 0.0-0 3 3 3-0-0 Scale=19.4 4 6.00-12— T1 I 2 81 4 3.00 12 3X4 1 1.5.9 3-0-0 0.0-0 30-0 1-40 3-0-0 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.04 1 >465 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:12 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=52/Mechanical,2=224/0-3-8,4=42/Mechanical Max Horz2=188(load case 5) Max Uplift3=-170(load case 5),2=-279(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=31,2-3=-48 BOT CHORD 2-4=8 NOTES 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=O.Opsf;occupancy category ll;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.33. 2)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 170 Ib uplift at joint 3 and 279 Ib uplift at joint 2. 4)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply MAIN STREET 1-185 i 10202957 VJ7 ROOF TRUSS 6 1 (optional) TRUE TRUSS INC.,JACKSONVILLE FL. 32226,MEJ 5.000s Sep 4 2002 MiTek Industries,Inch Thu Jan 16 09:06:29 2003 Page 1 -1-4-0 0-0-0 1-4-0 1-0-0 1- 0 Scale=1'.5.8 2 6.00112 i Ti Iry to 3x4 3.00 12 4 5 1 1-5-8 1-0.0 0-0-0 1-0-0 1-0-0 1d-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.03 1 >658 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 5.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft=240 Weight:6 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.213 TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.21D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 3=-32/Mechanical,2=173/0-3-8,5=19/Mechanical Max Horz2=112(load case 4) Max Uplift3=-32(load case 5),2=-308(load case 4) Max Grav3=93(load case 4),2=173(load case 1),5=19(load case 1) FORCES (lb)-First Load Case Only TOP CHORD 1-2=30,2-3=-44 BOT CHORD 2-5=3,4-5=-1 NOTES 1)Wind:ASCE 7-98 per FBC2001;120mph;h=20ft;TCDL=4.2psf;BCDL=0.0psf;occupancy category 11;exposure C; partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL==1.33. 2)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift at joint 3 and 308 Ib uplift at joint 2. 4)This truss design conforms with Florida Building Code 2001,based on parameters indicated. LOAD CASE(S)Standard JOB SITE HANDLING Spreader bar for Warnming larger trusses GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS,the TRUSS DESIGN DRAWINGS,and ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is Proper banding and smooth ground allow for unloading of trusses without damage.This should be required to properly erect,brace,and connect the trusses to the building system. done as close to the building site as possible to minimize handling.DO NOT break banding until instal- All of the care and quality involved in the design and manufacture of wood trusses can be jeopardized lation begins.Hand erection of trusses is allowed,provided excessive lateral bending is prevented. if the trusses are not properly handled,erected,and braced.THE CONSEQUENCES OF IMPROPER HANDLING,ERECTING,AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE,WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS,AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection,the builder/erector shall meet with the erection crew for a safety and planning r meeting,making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARYERECTION BRACING DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND Trusses are not marked in any way to identify the frequency,or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and = Recommendations for Handling,Installing&Bracing Metal Plate Connected Wood Trusses(HIB),pub- lished by the Truss Plate Institute,and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. /L, " -` s PERMANENT TRUSS BRACING If trusses are stored vertically,they shall be braced in a If trusses are stored horizontally,blocking should be used Permanent bracing for the roof or floor trusses Is the responsibility of the building designer and should manner that will prevent tipping or toppling.Generally, on eight to ten foot centers,or as required,to minimize be shown on the CONSTRUCTION DESIGN DOCUMENTS.Permanent bracing locations for individ- cutting of the bantling is done just prior to installation. lateral bending and moisture gain. ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS,and shall be installed by the building or erection contractor.This bracing is needed for the proper performance CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOIDDAMAGING TRUSSES. of individual trusses within the roof or floor system.The design and connection of the bracing to the truss and then to the overall building system is the responsibility of the building designer,and is in addi- During long term storage,trusses shall be protected from the environment in a manner that provides tion to the permanent bracing plan,which is also specified by the building designer. for adequate ventilation of the trusses.If tarpaulins or other material Is used,the ends shall be left open for ventilation.Plastic is not recommended,since it can trap moisture. HOISTING ALL TRUSSES THAT ARE ERECTED ONE AT A TIME SHALL BE HELD SAFELY IN POSITION BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS ALL NECESSARY BRACING HAS BEEN INSTALLED AND THE ENDS OF THE TRUSSES ARE SECURELY FASTENED TO THE BUILDING, Ao VOID LATERAL BENDING 60° or ess MV%A_AA: SPECIAL DESIGN REQUIREMENTS Approximately ,. Approx. tt Tagline 1/2 truss length 1/2 trues length Tagline up to 30 feet up to 30 feet r Special design requirements,such as wind bracing, portal bracing,seismic bracing, diaphragms, shear walls,or other load transfer elements and their connections to wood trusses must be considered Truss sling is acceptable where these criteria are met. separately by the building designer,who shall determine size,location,and method of connections for all bracing as needed to resist these forces. SPREADER BAR UNLOADING & LIFTING SPREADER BAR AVOID LATERAL BENDING TOE IN 70E IN TOE IN TOE IN L Approx.1/2 to 2/3 II Approx.1l2 to 213 I_ truss length r truss length feet Up to 60 feet Tagline Tagline 0 Use spreader bar in ALL other cases.It should be noted that the lines from the ends of the spreader bar"TOE IM';if these lines should"TOE OUT the truss may fold in half. STRONGBACK/ SPREADER BAR STRONGBACK/ SPREADER BAR NEVER HANDLE TRUSSES FLAT to Beginning with the BENDING in f truss,and throughout all hoses of construction,care must be taken Approx.length 3/4 _ Approx.lergto 3/a 9 9 g P 9 P truss len 2/3 o —'.I—VIII truss len th to avoid LATERAL BENDING of trusses,which can cause damage to the lumber and metal connector F�� over 60 feet plates at the joints. Ta line over 60 feet 9 Tagline USE SPECIAL CARE IN WINDY WEATHER. For lifting trusses with spans in excess of 60 feet,it is recommended that a strongback/spreader bar be IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE,CONTACT THE LOCAL POWER used as illustrated.The strongback/spreader bar should be attached to the top chord and web members COMPANY. at intervals of approximately 10 feet.Further,the strongback/spreader bar should be at or above the mid-height of the truss to prevent overturning.The strongback/spreader bar can be of any material with IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT,CONTACT THE AIRPORT 30 DAYS PRIOR sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bend- TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. ing of the truss. 0--0-8Z 0-8-ti O-b-OE io) 7-clo 0) C-) 0-� 0) U) 0) 0) Ul co T\D C� C� A j �� 0 cr 0) —2 -0 9PA 9rn tPA VfA -"A VfA Vrn VPA 0 tfA VfA -ern Vrn 5rA 9rA UA � � �f� =s-sZ 0-0-OT 0-9-62 BEGINNING THE ERECTION PROCESS IS WEB MEMBER PLANE.NBRACING,AS SHOWN, DO NOT USE SHORT BLOCKS BRACE IS CRITICAL IN PREVENTING TRUSSES FROM INDIVIDUAL TRUSSES WITHOUT A It is important forthe builder or erection contractor to provide substantial bracing forthe first truss erected.The two or more LEANING OR DOMINOING.REPEAT AS SHOWN TO SPECIFIC BRACING PLAN trusses making up the rest of the first set are tied to and rely upon the first truss for stability.Likewise,after this first set of CREATE A SUCCESSION OF RIGID UNITS. DETAILING THEIR USE trusses is adequately cross-braced,the remaining trusses installed rely upon this first set for stability.Thus,the perform- Continuous X-bracing ance of the truss bracing system depends to a great extent on how well the first group of trusses is braced. lateral bracing GROUND BRACE-EXTERIOR GROUND BRACE-INTERIOR One satisfactory method ties the first unit of trusses off to Another satisfactory method where height of building or Web members 4-15'+4-15' a series of braces that are attached to a stake driven into ground conditions prohibit bracing from the exterior is to max. max. the ground and securely anchored.The ground brace tie the first truss rigidly in place from the interior at the itself should be supported as shown below or it is apt to floor level,provided the floor is substantially completed X-bracing should be installed on vertical web members buckle.Additional ground braces in the opposite direc- and capable of supporting the ground bracing forces, wherever possible,at or near lateral bracing.Plywood tion,inside the building,are also recommended. Securely fasten the first truss to the middle of the build- sheathing may be substituted for X-bracing. Note:Locate ground braces ing.Brace the bracing similar to exterior ground bracing for first truss directly in line shown at left.Set trusses from the middle toward the end d�9 Web members IVY with all rows of top chord con- of the building.Properly cross-brace the first set of truss- bc2 !mucus lateral bracing(either as before removing floor braces and setting remainingeev�20 Brace the BRACING REQUIREMENTS USING THE temporary or permanent). trusses. 9 g PaQ a�eA pf bracing SAME PRINCIPLES APPLY TO 2nd,3rd&4th trusses PARALLEL CHORD TRUSSES First truss 2 x 4 minimum Temporary support wall ,o or temporary scaffolding (helps when installing Bottom chords 45° First truss to be well long clear span trusses) ` Ground brat braced before erection Note:Top chords and some web members are not of additional units, shown,in order to make drawings more readable. Brace the bracing Ground bracing Bearing for trusses re`e Lateral aa STACKING MATERIALS e�pp° Ground stakes Minimum Two 16d od�aye ocA Double Headed Nails a�eq° a�o��0-y DO NOT PROCEED WITH BUILDING COMPLETION UNTIL 2x4 minimum size v5vvvop ALL BRACING IS SECURELY AND PROPERLY IN PLACE s�o desoneism gro��a stake: This level represents Platform must round floor on sin le 1 V2" estory applications netration 9 be rigidly braced s t i Chord _ INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. TT ERECTION TOLERANCE NEVER STACK MATERIALS ONUNBRACED Proper distribution of construction materials is a must .—Length Length OR INADEQUATELY BRACED TRUSSES during construction. —L— ll 1 �I'rII1i_ ` I h —� lesser of 'T' n9 \ Acceptable r1„ D/so or 2' Length 76'te 32' =1" Length 16'to 32' =1" against out- ---kkf��Plumb Bob Length 32'&over=2" Length 32'&over=2" side load ( Complying with erection tolerances Is critical to achieving an acceptable roof or floor line,AND TO ACCOMPLISHING bearing wall EFFECTIVE BRACING.Setting trusses within.tolerance the first time will prevent the need for the hazardous practice of misplacing of adjusting trusses when.roof sheathing or roof puffins are installed.Trusses leaning or bowing can cause nails Acceptable to colas the Aopchords when sheathing Is applied,and create cumulative stresses on the bracing,which is a frequent cause overload of dominoing.WHEN SHEATHING,MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. NEVER STACK MATERIALS NEAR A PEAK bearing wan BRACING Always stack materials over two or more trusses. NEVER STACK MATERIALS ON THE Not to exceed 4'0"maximum from bearing CANTILEVER OF A TRUSS 44,0_, i i DO NOT INSTALL TRUSSES DO NOT WALK ON DO NOT WALK ON TRUSSES ONTEMPORARILY UNBRACEOTRUSSES OR GABLE ENDS LYING FLAT - CONNECTED SUPPORTS direction All anchors,hangerstie-downs,seats,beanngledgers, of nailing "'— etc.,that are part of the.supporting structure shall be its brace Roofing and mechanical contractors are cautioned to accurately:and properly placed and permanently sin Is stack materials only along outside supporting members attached before truss installation begins.No trusses Ss or directly over inside supporting members.Trusses are j _- __- shall ever be installed on anchors or ties that have tem- not designed for dynamic loads(i.e.,moving vehicles). dire of Ce porary connections to the supporting structure- direction NEVER OVERLOAD SMALL GROUPS OR Extreme care should be taken when loading and stacking `. of force �---. NAILING SCABS TO THE END OF THE BUILDING TO SINGLE TRUSSES.POSITION LOAD OVER construction materials(rolled rooting,mechanical equip- ecti ailing BRACE THE.FIRST TRUSS IS NOT RECOMMENDED. AS MANY TRUSSES AS POSSIBLE. ment,etc.)on the roof or floor system. All nailing of bracing should be done so that nails.are NAILS IN WITHDRAWAL driven perpendicular to the direction of force,as shown WELL NAILED (PARALLEL TO FORCE) at right. (PERPENDICULAR TO FORCE) Sleepers BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability:Plane 1)Top Chord Panel point (sheathing),Plane 2)Bottom Chord(ceiling plane),and Plane 3)Web Member plane or vertical plane perpendicular to Sleepers for mechanical equipment should be located at trusses. NEVER CUT ANY STRUCTURAL Panel points(joints)or over main supporting members, 1)TOP CHORD PLANE.Most important to the builder or 2)BOTTOM CHORD PLANE.In order to hold proper and only on trusses that have been designed for such erection contractor is bracing in the plane of the top spacing on the bottom chord,temporary bracing is rec- MEMBER OF A TRUSS. loads. chord.Truss top chords are susceptible to lateral buckling ommended on the tap of the bottom chord. CAUTION NOTES before they are braced or sheathed. Top Chor Continuous Web Web members lateral bracing Errors in building lines and/or dimensions,or errors b others shall be corrected b the contractor or responsible con- Continuous lateral g Y Y P bracing Continuous siruction trade subcontractor or supplier BEFORE erection of trusses begins. lateral Bottom Chord Diagonal ratio bracing Bottom Chard Cutting of nonstructural overhangs is considered a part of normal erection and shall be done by the builder or erection con- 9 9 Minimum 2x4x10' tractor. Minimum 2x4x10' 6 lateral bracing lapped lateral bracing lapped over two trusses at ,e'"' Any field modification that involves the cutting,drilling,or relocation of any structural truss member or connector plate shall over two trusses a 6'to 10'' each end. not be done without the approval of the truss manufacturer or a licensed design professional. each end. The methods and procedures outlined are intended to ensure that the overall construction techniques employed will put floor and roof trusses SAFELY in place in a completed Structure.These recommendations for bracing wood trusses originate from the collective expe- nce of leading technical personnel in the wood truss Industry,but must,due to the nature of responsibilities Involved,be presented only as a GUIDE for use by a qualified building designer,builder,or erection contractor.Thus,the Wood Truss Council of America 45° expressly disclaims any responsibility for damages arising from the use,application,or reliance on the recommendations and informs- 20 tion contained herein. Connect end Selected text and figures referenced or reproduced 20 Not to scale. of bracing to rigid from HIB and DSB by permission of the Truss Plate Diagonal brecin support or add diagonal Institute,Madison,WI. repeated every 20'at bracing at approximately 20' 45°angle to trussesintervals(repeat at both ends).' Long spans,heavy loads or other spacing configurations WOOD TRUSS COUNCIL OF AMERICA EXACT SPACING BETWEEN TRUSSES SHOULD BE may require closer spacing between lateral bracing and TM One WTCA Center MAfNTAINED AS BRACING IS INSTALLED to avoid the closer intervals between diagonals.Consult the building hazardous practice of removing bracing to adjust spat- designer,HIB,DSB(Recommended Design Specification 6300 Enterprise Lane ing.This act of"adjusting spacing"can cause trusses to rob Temporary Bracing o/Metal-Plate Connected Wood Madison,W 153719 topple if connections are removed at the wrong time. Trusses) or WTCA's Truss Technology for Builders 608/274-4849•608/274-3329 fax PP 9 Temporary Bracing flyer. Rij rd Wtca@Woodtruss.Com•www.woodtruss.com DIAGONAL OR CROSS-BRACING IS VERY IMPORTANT! Copyright®1986-2001 Wood Truss Council of America 010212 DESIGrN LOADS 0 Roof Loading (Cd= 1.25) cc T C I Top Chord Live Load 20 psf Top Chord Dead Load 7 psf of 1 Bottom Chord Live Load 10 psf Bottom Chord Dead Load 5 psf CQ w Floor Loading (Cd= 1.00) a Top Chord Live Load 40 psf z TRUETIZUSS Top Chord Dead Load 10 psf Bottom Chord Live Load 0 psf AM81 Bottom Chord Dead Load 5 psf ¢ �H®USIE 0--2-0 0 v Wind Loading (Cd= 1.60) E- ASCE 7-98, 3s Gust 120 MPH a -' -' Exposure Category C o Importance Factor 1.0 Partially Enclosed a J3 a Special Floor (Game Room) Loading (Cd= 1.00) 0 J2 Top Chord Live Load 60 psf x Top Chord Dead Load 10 psf J1 Bottom Chord Live Load 0 psf ao a? J4 Bottom Chord Dead Load 5 Psf 5 Maximum Floor Truss Spacing 16' o.c. ti o o 0 o V3 J 4 `` Design loads were provided by the building designer d 6 co o za J4 This drawing is not sufficient alone for installation. o rn LO o x J4 Additional instructions accompanying this drawing, WP. .� - including HIB-91, should be used in conjunction w8, i q with the architectural and structural plans during z J4 installation. If HIB-91 has not been shipped to o the site with the components shown on this page, a J4 please contact Apex Technology for a free copy. 0 Z z J4 The Design Loads above were provided by the Engineer of Record. q o VJ4fl, o The Engineer of Record is instructed to sign the z w w p w VJ4 singature block to the right indicating his c Ga Q o favorable review of the truss documents in H w 5 �D a z o VJ4 o accordance with Board Rule 61G15-30.006(3). He z w Q Q z w v z rn shall also indicate his license number and address � PD 0 q W w 0 X Z VJ5 on this page. o a Cn Q U o a w a Permanent bracing of the roof Byte m, including 0 VJ6 z gable truss bracing, is the responsibility of the w VJ� Engineer of Record for the structure or the F building designer. w a 71 -0 All trusses (including trusses under valley framing) ¢ 1 �C� must be completely decked. w All valleys are to be conventionally framed by Q builder. 0 All trusses are designed for 2' o.c. maximum w spacing, unless otherwise noted. z All walls shown on placement plan are considered 5 to be load bearing, unless noted otherwise. F h w 0 0 DO NOT SCALE THIS DRAWING z x h 1/21/03 X W a JEFFREY P. ARNESON P.E. No. BB544 FOR,M 6300A-97 FL O RIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A P'-o�et Nafni-'� .F j I a...: Builder: QUALITY REMODELIN AN Address: Lo--s 3LK-zcx) tuAr,,j --z- Permitting Office: City, Permit Number: Owner: KEVIN SENNETT Jurisdiction Number: Climate Zone: North 1. New construction or existing New 12. Cooling systems, 2. Single family or multi-t-'amily Single family a. Central Unit Cap:28.2 kBtu/hr 3. Number of units,if multi-family I - SEER: 10.00 4. Number of Bedrooms 4 1). N/A 5. Is 111is a worst case? Yes 6. Conditioned floor area(11F) 1.194 ft- c. N/A 7. (ilius area&IYI)e a. Clear-N'1110e pane 0.0 ty- - 13. licaling systems b. Clear-double Pane 157.0 W - a. Electric Heat Pump Cap:29.0 kBtu/lir c. TiiWother SC/S1 KIC-smalo Pane 0.0 fil HSPF:7.20 d. Tint/other SC/SI lGC-d0LIblC J)Ulle 0.0 fe b.N/A 8. Floor types U. Slab-011-Grade Edge Insulation Rr-0.0, 197.0(1))11 c. N/A b. WA C. N"/" 14. blot water systems 9. %V' 1 I i ty j)Q.s a. Electric 12es)'slallcc Cap:50.0 gallons '1. Frzinle.Wood, 1.-1 I.(). 1023.0 112 EF:0.86 b. FIZIHIC, WO(XL AdjaeCill 1Z 1 1.0,358.0 fe b. N/A c. N/A d. N/A c. Conservation credits e. N,1% (HR-heat recovery,Solar 10. Ceiling types DI IP-Dedicated heat Pump) a. Under Attic R-30.0, 1505.0 fC- 15. HVAC credits b. Under Attic R=19.0, 122,0 W (CF-Ceiling fan,CV-Cross ventilation, c. N,'A HF-Whole house fan, H. .,Ducts PT-Programmable Thermostat, a. Sup;Unc. Ret:Unc. AH:Garage SLIP. R=0.0, 1.0 ft RD-Attic radiant barrier, b. N/A W-C-Multizone cooling, MZ-11-Multizone heating) Glass/Floor Area: 0.11 Total as-built points: 22569.00 Total base points: 23804.00 PASS I hereby certify that the plans and specifications covered Review of the plans and -VIIE srX80 by this calculation are in compliance with1he Floridaspecifications covered by this tion z Energy Code, calculation indicates compliance i with the Florida Energy Code. PREPARED BYEBefore construction is completed DATE- this building will be inspected for I hereby certify that this building, as designed, is in compliance with Section 553.908 deo compliance with the Florida nergy Code. Florida Statutes. OWNERIAGENT: BUILDING OFFICIAL: DATE: -3 fl_(w DATE* �_ - 2 0 L EnergyGauge(@(Version: FLRCNA-200) ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.6 The higher the score,the more efficient the home. KEVIN BENNETT. , , , 1. New construction or existing New - 12. Cooling systems 2. Single family or multi-family Single family - a. Central Unit Cap:28.2 kBtw`hr - 3. Number of units,if multi-fancily 1 _ SEER:10.00 _ 4. Number of Bedrooms 4 _ b.NIA _ 5. Is this a worst case? 1'es 6. Conditioned floor area(ft=) 1484 ft' c. N/A _ 7. Glass area&type _ a. Clear-single pane 0.0 IF - 13. Heating systems b. Clear-double pane 157.0 ft' - a. Electric Heat Pump Cap:29.0 kBtu/hr C. Tiiitlother SC/SFIGC-single pane 0.0 fl- - HSPF:7.20 _ d. Tint/other SC/Sl IGC-double pane 0.0 ft= b.N/A 8. Floor types _ - a. Slab-On-Grade Edge Insulation R=0.0, 197.0(p)ft _ c. N/A _ b. NIA _ c. N/A 14. Hot water systems 1). Wall types _ a. Electric Resistance Cap:50.0 gallons it. l'riime,Wood, I;Rlerlor IZ=11.0, 1023.0 W -- EF:0.86 _ b. Flame,Wood,Adjacent R=11.0,358.0 11' b. N/A c. rl'A - -_ d. N/A c. Conservation credits _ e. N;A (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1505.0 fl' _ 15. HVAC credits _ b. Under Attic R=19.0, 122.0 ft' _ (CF-Ceiling fan,CV-Cross ventilation, a N/A HF-Whole house fan, 11, Ducts - PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. All:Garage Sup.R=6.0, 1.0 ft _ RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MMI-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed(or exceeded) o-a-tuE sTAra in this home before final inspection. Otherwise, a new EPL Display Card will be completed .Nu b�} . 0 based on installed Code compliant features. Builder Signature: �lZ Date: '3'�`f Address of New Home: C�,T-S (3tk'-&jn 61AZU City/FL Zip:A7ZA&;jT .t3C4FZ'_ 3WT 717e home's estimated energy pelf trtnance score is only available through the FLARES computer program. This is not a Building Energy Rating.if your score is 80 or greater(or 86 for a US EPA/DOE EnergyStP designation), your home may qualify for energy efficiency mortgage (EEAJ)incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 4071638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For inform ation.about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. EnerbryGauge®(Version: FLRCNA-200) FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1484.0 33.06 8829.6 Double,Clear NE 1.0 7.0 20.0 28.72 0.98 565.7 Double,Clear E 1.0 7.0 5.0 40.22 0.98 197.5 Double,Clear S 1.0 7.0 5.0 34.50 0.97 166.8 Double,Clear SW 1.0 6.0 15.0 38.46 0.96 555.5 Double,Clear SW 1.0 6.0 15.0 38.46 0.96 555.5 Double,Clear SW 1.0 6.0 15.0 38.46 0.96 555.5 Double,Clear SE 1.0 4.0 6.0 40.86 0.88 216.6 Double,Clear SE 1.0 7.0 15.0 40.86 0.98 601.2 Double,Clear NW 1.0 3.0 5.0 25.46 0.87 111.3 Double,Clear NW 1.0 6.0 20.0 25.46 0.97 496.1 Double,Clear NW 6.0 7.0 36.0 25.46 0.66 608.5 As-Built Total: 167.0 4630.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adajcent 358.0 0.7 250.6 Frame,Wood,Exterior 11.0 1023.0 1.70 1739.1 Exterior 1.023.0 1.70 1739.1 Frame,Wood,Adjacent 11.0 358.0 0.70 250.6 Base Total: 1381.0 1989.7 As-Built Total: 1381.0 1989.7 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 2.40 43.2 Exterior Insulated 20.0 4.10 82.0 Exterior 20.0 6.10 122.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 166.2 As-Built Total: 38.0 125.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Under Attic 1488.0 0.60 892.8 Under Attic 30.0 1505.0 0.60 903.0 Under Attic 19.0 122.0 1.10 134.2 Base Total: 1488.0 892.8 As-Built Total: 1627.0 1037.2 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Stab 197.0(p) -37.0 -7289.0 Slab-On-Grade Edge Insulation 0.0 197.0(p) -41.20 -8116.4 Raised 0.0 0.00 0.0 Base Total: -7289.0 As-Built Total: -8116.4 INFILTRATION Area X BSPM = Points Area X SPM = Points 1484.0 10.21 15151.6 1484.0 10.21 15151.6 EnergyGaugeS DCA Form 60OA-97 EnergyGauge&FlaRES 97 FLRCNA-200 FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I LADDRESS: , , . PERMIT#: BASE AS-BUILT Summer Base Points: 19739.9 Summer As-Built Points: 14817.5 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 14817.5 1.000 1.047 0.341 1.000 5294.9 19739.9 0.3573 7053.1 14817.5 1.00 1.047 0.341 1.000 5294.9 EnergyGaugeTm DCA Form 60OA-97 EnergyGauge®/FIaRES'97 FLRCNA-200 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points .18 1484.0 9.76 2608.4 Double,Clear NE 1.0 7.0 20.0 13.40 1.00 267.8 Double,Clear E 1.0 7.0 5.0 9.09 1.01 46.0 Double,Clear s 1.0 7.0 5.0 4.03 1.01 20.3 Double,Clear SW 1.0 6.0 15.0 7.17 1.02 109.8 Double,Clear sW 1.0 6.0 15.0 7.17 1.02 109.8 Double,Clear SW 1.0 6.0 15.0 7.17 1.02 109.8 Double,Clear SE 1.0 4.0 6.0 5.33 1.10 35.1 Double,Clear SE 1.0 7.0 15.0 5.33 1.03 82.0 Double,Clear NW 1.0 3.0 5.0 14.03 1.01 70.6 Double,Clear NW 1.0 6.0 20.0 14.03 1.00 280.6 Double,Clear NW 6.0 7.0 36.0 14.03 1.02 516.4 As-Built Total: 157.0 1648.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adajcent 358.0 3.6 1288.8 Frame,Wood,Exterior 11.0 1023.0 3.70 3785.1 Exterior 1023.0 3.70 3785.1 Frame,Wood,Adjacent 11.0 358.0 3.60 1288.8 Base Total: 1381.0 5073.9 As-Built Total: 1381.0 5073.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 11.50 207.0 Exterior Insulated 20.0 8.40 168.0 Exterior 20.0 12.30 246.0 Adjacent Wood 18.0 11.50 207.0 Base Total: 38.0 453.0 As-Built Total: 38.0 375.0 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM = Points Under Attic 1488.0 1.20 1785.6 Under Attic 30.0 1505.0 1.20 1806.0 Under Attic 19.0 122.0 2.00 244.0 Base Total: 1488.0 1785.6 As-Built Total: 1627.0 2050.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 197.0(p) 8.9 1753.3 Slab-On-Grade Edge Insulation 0.0 197.0(p) 18.80 3703.6 Raised 0.0 0.00 0.0 Base Total: 1753.3 As-Built Total: 3703.6 INFILTRATION Area X BWPM = Points Area X WPM = Points 1484.0 -0.59 -875.6 1484.0 -0.59 -875.6 EnergyGauge(&DCA Form 60OA-97 EnergyGaugeO/FlaRES'97 FLRCNA-200 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details LADDRESS: , , , PERMIT#: BASE AS-BUILT Winter Base Points: 10798.6 Winter As-Built Points: 11975.1 Total Winter X System Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 11975.1 1.000 1.064 0.474 1.000 6034.5 10798.6 0.5340 5766.5 11975.1 1.00 1.064 0.474 1.000 6034.5 EnergyGaugeTm DCA Form 60OA-97 EnergyGaugeM/RaRES'97 FLRCNA-200 FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2746.00 10984.0 50.0 0.86 4 1.00 2809.86 1.00 11239.4 As-Built Total: 11239. CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hat Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 7053.1 5766.5 10984.0 23803.5 5294.9 6034.5 11239.4 22568.9 PASS O6ZIiB Sr4 s O C�7 � Coo m EnergyGaugeTm DCA Form 60OA-97 EnergyGaugeO/AaRES'97 FLRCNA-200 FORM 60OA-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT#: SA-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft.window area;.5 cfrn/sg.ft.door area. Exterior&Adjacent Walls 606.1.ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surrounding wall; foundation&wall sole or sill plate;joints between exterior wall panels at comers;utility penetrations;between wall panels&top/bottom plates;between walls and floor. EXCEPTION:Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the to plate. Floors 606.1.ABC.1.2.2 Penetrationslopenings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed to therimeter,penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of top floor;around shafts,chases, soffits,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top plate; attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter,at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&3"from insulation;or Type IC rated with<2.0 cfm from ! conditioned space,tested. iviu ti-story Houses — .__ 606.1.A-B-C 1.2 5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 1606.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit breaker electric or cutoff as must be provided.External or built-in heat trap required. Swimming Pools& Spas 1612.1 Spas&heated pools must have covers(except solar heated).Non-commercial pools must have a pump timer.Gas spa&pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 ollons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers shall be mechanically attached,sealed,insulated,and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics:R-6 min.insulation. HVAC Controls607.1_ _ arate readily accessible manual or automatic thermostat for each system. Insulation 604.1,602.1 — Ceilings-Min.R-19.Common walls-Frame R-11 or CBS R-3 both sides. Common ceiling&floors R-11. EnergyGaugeTm DCA Form 60OA-97 EnergyGaugeO/FlaRES'97 FLRCNA-200 RIGHT-J LOAD AND EQUIPMENT SUMMARY Filename: Base.bld 12/1/00 For: QUALITY REMODELING AND FRAMING (KEVIN BENNETT) By: AIR FLOW DESIGNS 5615 ST.AUGUSTINE RD. JACKSONVILLE FL 32207 (904) 398-0831 Job# Wthr Jacksonville_AP FL Zone Entire House WINTER DESIGN CONDITIONS SUMMER DESIGN CONDITIONS Outside db: 32 Deg F Outside db: 97 Deg F Inside db: 72 Deg F Inside db: 78 Deg F Design TD: 40 Deg F Design TD: 19 Deg F Daily Range M Rel.Hum. : 55 % Grains Water 37 gr HEATING SUMMARY SENSIBLE COOLING EQUIP LOAD SIZING Bldg. Heat Loss 31482 Btuh Structure 17667 Btuh Ventilation Air 262 CFM Ventilation 2278 Btuh Vent Air Loss 11528 Btuh Design Temp. Swing 3.0 Deg F Design Heat Load 43010 Btuh Use Mfg.Data n Rate/Swing Mult. 1.00 INFILTRATION Total Sens Equip Load 19946 Btuh Method Simplified LATENT COOLING EQUIP LOAD SIZING Construction Quality Average Fireplaces 1 Internal Gains 1265 Btuh Ventilation 2742 Btuh HEATING COOLING Infiltration 2744 Btuh Area(sq.ft.) 1484 1484 Tot Latent Equip Load 6751 Btuh Volume(cu.ft.) 13059 13059 Air Changes/Hour 1.2 0.5 Total Equip Load 26697 Btuh Equivalent CFM 262 109 HEATING EQUIPMENT SUMMARY COOLING EQUIPMENT SUMMARY Make CARRIER Make CARRIER Model FA4ANF030 Model 38YCCO30 I,ype HEAT PUMP Type SPLIT DESIGNS Efficiency/HSPF 7.20 COP/EER/SEER 10.00 Heating Input 0 Btuh Sensible Cooling 0 Btuh Heating Output 29000 Btuh Latent Cooling 0 Btuh Heating Temp Rise 26 Deg F Total Cooling 28200 Btuh Actual Heating Fan 1000 CFM Actual Cooling Fan 1000 CFM Htg Air Flow Factor 0.032 CFM/Btuh Clg Air Flow Factor 0.057 CFM/Btuh Space Thermostat Load Sens Heat Ratio 82 MANUAL J: 7th Ed. RIGHT-J:V 1 3.0.11 S/N 117 8 6 Printout certified by ACCA to meet all requirements of Manual Form J RIGHT-J CALCULATION PROCEDURES A,B, C, D Job 4: Filename: Base.bld 12/1/00 Zone: Entire House Procedure A-Winter Infiltration HTM Calculation* 1. Winter Infiltration CFM 1.2 AC/HR x 13059 Cu.Ft. x 0.0167= 262 CFM 2. Winter Infiltration Btuh 1.1 x 262 CFM x 40 Winter TD = 11515 Btuh 3. Winter Infiltration HTM 11515 Btuh 1 177 Total Window = 65.1 HTM and Door Area Procedure B-Summer Infiltration HTM Calculation* 1. Summer Infiltration CFM 0.5 AC/HR x 13059 Cu.Ft. x 0.0167= 109 CFM 2. Summer Infiltration Btuh 1.1 x 109 CFM x 19 Summer ID = 2279 Btuh 3. Summer Infiltration HTM. 2279 Btuh / 177 Total Window = 12.9 HIM and Door Area Procedure C-Latent Infiltration Gain 0.68 x 37 gr.diff. x 109 CFM = 2744 Btuh Procedure D-Equipment Sizing Loads 1. Sensible Sizing Load Sensible Ventilation Load 1.1 x 109 Vent.CFM x 19 Summer TD = 2278 Btuh Sensible Load for Structure(Line 19) + 17667 Btuh Sum of Ventilation and Structure Loads = 19946 Btuh Rating and Temperature Swing Multiplier x 1.00 RSM Equipment Sizing Load-Sensible + 19946 Btuh 2. Latent Sizing Load Latent Ventilation Load 0.68 x 109 Vent.CFM x 37 gr.diff. = 2742 Btuh Internal Loads = 230 x 6 No.People + 1265 Btuh Infiltration Load From Procedure C + 2744 Btuh Equipment Sizing Load-Latent = 6751 Btuh *Construction Quality is: a No.of Fireplaces is: 1 MANUAL J:7th Ed. RIGHT-J:V 3.0.11 S/N 11786 Printout certified by ACCA to meet all requirements of Manual Form J Base Job# Zone: Entire House 12/1/00 MANUAL.J:7th Ed RIGHT-J: 3.0.11- SM 11786 I NameofRoom Ent-ire House MBR MBTH WIC RunningFt Exposed Wall I .0 Ft 43.0 Ft. 8.0 Ft. 5.0 Ft. Roonil)imensions,Ft u.0 t 0.0 x 0.0 Ft 0.0 x 0.0 Ft, 0.0 x 0.0 Ft. 4 Ceiings,Ft Condit.Option 8.8 heat/cool d 10.0 heat/cool. 8.0 heat/cool 8.0 heat/cool TYPE OF CSTHTM Area Btuh Area Btuh Area Btub Area Btuh EXPOSURE NO. Htg Clg Length Htg I Clg Length Htg I Clg Length Htg Clg Length Htg Clg 5 Gross a 12C 3.6 2.0 1280 '*** *"** 260 *'** r*** 64 *"'* wrw 40 w4ww wrW Exposed b 14B 5.8 2.2 0 wwwr w+sw 0 •WWw wwsw 0 wrrs rsww 0 wwsw w+s Walls and c 12H 2.4 1.4 0 **** sw«* 0 rrr4 ssrr 0 44ww +sa 0 www Wrw4 Partitions d 13C 1.4 1.3 350 **** **** 170 **rw rrrr 0 W4rw rrsr 0 wwss rr4w e 13H 1.1 0.8 0 srrr ssss 0 rrrr r+sr 0 rrsW rWsr 0 srrr WW4w f 0.0 0.0 0 ssws sssw 0 srrr ssss 0 swww rrsw 0 wrss rss# 6 Windows and a 11 38.2 ** 121 4627 **"* 20 765 *'** 6 229 *r*' 0 0 **r" Glass Doors b 8F 38.2 *r 36 1377 ***" 0 0 **** 0 0 **** 0 0 •+rW Heating c 9H 22.0 ** 0 0 wwwr 0 0 ssww 0 0 Mrww 0 0 rrrw d 7L 26.0 ** 0 0 sssw 0 0 rs+w 0 0 sswr 0 0 wssr e 0.0 ** 0 0 **** 0 0 **** 0 0 ***r 0 0 **** f 0.0 ** 0 0 wsrw 0 0 swrw 0 0 Wwws 0 0 swsr 7 Windows and North 16.0 5 w+ww 80 0 Wrw4 0 0 wwrw 0 0 rsrr 0 Glass Doors NE/NW 33.0 41 **** 1353 20 **"* 660 6 "*** 198 0 *'** 0 Cooline lnu 46.0 wwsw 23C, 0 WWww 0 0 +ssw 0 0 rsws 0 SE/SW 40.0 4240 0 **** 0 0 **** 0 0 r*** 0 South 0.0 0 wwsw 0 0 rrrw 0 0 sssw 0 0 wr4W 0 Horz 0.0 0 ssww 0 0 ssrw 0 0 +swr 0 0 ss4w 0 8 Other doors a 11 E 7.6 4.3 20 152 86 0 0 0 0 0 0 0 0 0 b 10A 22.4 12.7 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 12C 3.6 2.0 1103 3971 2244 240 864 488 58 209 118 40 144 81 Exposed b 14B 5.8 2.2 0 0 0 0 0 0 0 0 0 0 0 0 Walls and c 12H 2.4 1.4 0 0 0 0 0 0 0 0 0 0 0 0 Partitions d 13C' 1.4 1.3 350 473 441 170 230 214 0 0 0 0 0 0 e 13H 1.1 0.8 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilingsa 16G 1.3 1.4 1396 1843 1981 168 222 238 64 84 91 40 53 57 6 16D 2.1 2.3 122 259 278 22 47 50 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 Il Floors a 22A 32.4 0.0 178 5767 0 43 1393 0 8 259 0 5 162 0 b 20G 2.8 1.1 0 0 0 0 0 0 0 0 0 0 D 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 L infiltration a 65.1 12.9 17`1 11515 2279 20 1301 258 6 390 77 0 0 0 13 Subtot Btuh Loss=6+8..+11+12 **** 29983 **** **** 4821 **'« *«** 1172 **** **** 359 **'* 14 Duct Btuh Loss 5% 1499 **** 51/1 291 5% 59 **"* 51/1 18 +www 15 Total Btuh Loss=13+14 **** 31482 "** r''* 5062 rrrs ares 1231 wrrr *srr 377 vwrr 16 Int.Gants. People @ 300 6 rrrr 1650 2 **** 600 0 ***r 0 0 **** 0 Appl. @ 1200 1 wwwr 1200 0 wwwr 0 p sssr 0 0 rrrr 0 17 SubtotRSH Gain=7+8.+12+16 **** **r• 16061 **** ""** 2508 *rrw rs"* 484 ***' ***• 138 18 Duct Btuh Gain 10% «wrw 1606 100/ rrwr 251 10% wwrr 48 10% '*'* 14 19 Total RSH Gain=(17+18)*PLF 1.00 **** 17667 1.00 *"«" 2759 1.00 *«'« 532 1.00 **"* 152 '_tt CFM Air Required **** 1000 1000 *"* 161 156 ***' 39 30 *"** 12 9 Printout certified by ACCA to meet all requirements of Manual J Form Base Job# Zone: Entire House 12/1/00 M 1NUAL 1 7th Ed, RIGHT-J 3.0.11- S/N 1 17 8 6 1 Name ofRoom LIV BR2 BR3 BR4 1 Running Ft Exposed Wall 22.0 Ft. 22.0 Ft. 10.0 Ft. 24.0 Ft. Room Dimensions,Ft, 0.O x 0.0 Ft 0.0 x 0.0 Ft. 0.0 x 0.0 Ft. 0.0 x 0.0 Ft. 4 Ceiings,Ft Condit.Option 10.0 heat/cool 8.0 heat/cool 8.0 heat/cool 8.0 heat/cool TYPE OF CST HTM Area Btuh Area Btuh Area Btuh Area Btuh EXPOSURE NO. Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg i Gross a 12C 3.6 2.0 220 wwws rwww 176 `*** wiri 80 Wrwr irwr 192 *www scall Exposed b 14B 5.8 2.2 0 wssW wwws 0 ssrw wwwW 0 wrsw wrww 0 WWWW iriW Walls and c 12H 2.4 1.4 0 *+rw srwr 0 Wsrr rswr 0 wwwi srrs 0 rrwr wWiw Partitions d 13C 1.4 1.3 0 ""*" 4Wri 0 WwW► WWWW 0 iwwW WWWW 0 WWWW iiia e 13H 1.1 0.8 0 •*sw was 0 sssi wires 0 ssss sisal 0 rrsW wrrr f 0.0 0.0 0 wsss sssr 0 srsr +ssw 0 rw++ swss 0 swsw wsss 6 Windows and a 1I 38.2 ** 25 956 *"*` 15 574 **"* 15 574 **** 15 574 **** Glass Doors b BF 38.2 *• 0 0 *""* 0 0 **** 0 0 ••** 0 0 Heating c 9H 22.0 ** 0 0 **"* 0 0 •*** 0 0 •*** 0 0 d 7L 2 6.0 ss 0 0 ++++ 0 0 wwwi 0 0 siww 0 0 sill e 0.0 ww 0 0 wrss 0 0 rrwW 0 0 wrsi 0 0 swa f 0.0 *" 0 0 "•** 0 0 **** 0 0 *•** 0 0 **** 7 Windows and North 16.0 5 "*""' 80 0 **** 0 0 "*** 0 0 **•* 0 Glass Doors NE/NW 33.0 15 ***" 495 0 "*** 0 0 **** 0 0 **•* 0 Cooling E/W 46.0 5 ***" 230 0 **** 0 0 **** 0 0 **•* 0 SE/SW 40.0 0 ***"' 0 15 **** 600 15 **** 600 15 **`* 600 South 0.0 0 **"* 0 0 `"•* 0 0 *•*• 0 0 *•`* 0 Hort 0.0 0 wwrw 0 0 rsss 0 0 ssss 0 0 ssss 0 S Other doors a 11 E "7.6 4.3 2 0 152 86 0 0 0 0 0 0 0 0 0 b 10A 22.4 12.7 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 12C 3.6 2.0 175 630 356 161 580 327 65 234 132 177 637 360 Exposed b 14B 5.8 2.2 0 0 0 0 0 0 0 0 0 0 0 0 Walls and c 12H 2.4 1.4 0 0 0 0 0 0 0 0 0 0 0 0 Partitions d 13C 1.4 1.3 0 0 0 0 0 0 0 0 0 0 0 0 e 13H 1.1 0.8 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.3 1.4 352 465 499 140 185 199 140 185 199 140 185 199 b 16D 2.1 2.3 50 106 114 0 0 0 0 U 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 32.4 0.0 22 713 0 22 713 0 10 324 0 24 778 0 b 20G 2.8 1.1 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 65.1 12.9 45 2928 579 15 976 193 15 976 193 15 976 193 13 Subtot Btuh Loss=6+8..+11+12 ***• 5949 *wss rrrr 3027 iwww rWwr 2292 wwwW WWWW 3149 rrwW 14 Duct Btuh Loss 5°/ 297 *+** 51/1 151 **** 51/ 115 **•* 5°/ 157 **** I i 'Total Btuh Loss=13+14 +w+w 6246 sss+ ++rw 3178 +rrs sssr 2407 sssw ssir 3307 ssss 16 Int Gains: People Q 300 2 ***"' 600 1 *`*` 150 1 **** 150 1 •**` 150 Appl. tQ 1200 0 •**+' 0 0 **** 0 0 **+* 0 0 **`* 0 17 SubtotRSHGain=7+8..+12+16 **** •**"' 3040 **•* ""** 1469 **** **`" 1274 **** `*** 1502 18 Duct Btuh Gain 10% ""* 304 10% `*** 147 10% `*`" 127 10% *`+` 150 19 Total RSH Gain=(17+18)*PLF 1.00 **** 3344 1.00 *`** 1616 1.00 `*** 1401 1.00 "**` 1652 20 CFM Air Required **** 198 189 **** 101 91 ***` 76 79 `*** 105 94 Printout certified by ACCA to meet all requirements of Manual J Form Base Job# Zone: Entire House 12/1/00 MANUAL J:7th Ed. RIGHT-J: 3.0.11- SN 11786 I Name of Room BTH_ NOOK / KIT DIN RunningFt PxposedWall 6.0 Ft 10.0 Ft 28.0 Ft. Ft. 31 Room L)imcnsions,Ft J.6 x, 0.0 Ft 0.0 x 0.0 Ft. 0.0 x 0.0 Ft. x Ft. 4 Ceiings,Ft Condit.Option 8.0 heat/cool 10.0 heat/cool 10.0 heat/cool TYPE OF CST HTM Area Btuh Area Btuh Area Btuh Area Btuh EXPOSURE NO. Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg Length Htg Clg 5 Gross a 12C 3.6 2.0 48 rwww +wwr 100 "*'r wrrw 100 rwww rrrw rwwr aw+ Exposed b 14B 5.8 2.2 0 ***w wwrw 0 wrrr wwrw 0 rwrw rwww wrw swsw Walls and c 12H 2.4 1.4 0 *•** **++ 0 **+" **ww p **** **** **'* *+•* Partitions d 13C 1.4 1.3 0 **rr rwrr 0 ras s*wr 180 rwww arw wrrr rrrr e 13H 1.1 0.8 0 **** +rrw 0 rsww srss 0 wwrr wwww wrss rrww f 0.0 0.0 0 wwww wwww 0 rsrs rssr 0 rwwr rrww wrr ras 6 Windows and a 11 38.2 ** 5 191 **++ 20 765 *+** 0 0 **+* **** Glass Doors b 8F 38.2 ** 0 0 wwwr 0 0 ww+r 36 1377 **•+ ***• Heating C 9H 22.0 "* 0 0 **** 0 0 *+** 0 0 "**+ *•** d 7L 26.0 "* 0 0 +*** 0 0 swwr 0 0 rrrr srrr e 0.0 "* 0 0 wrrr 0 0 rws 0 0 r►rr assr f 0.0 ** 0 0 **** 0 0 ++** 0 0 7 Windows and North 16.0 0 **** 0 0 *+** 0 0 **** 0 ***• Glass Doors NE/NW 33.0 0 **+* 0 0 w*** 0 0 +**+ 0 r+sw Cooling EW 46.0 O wwww 0 0 rrww 0 0 wwww 0 wwww SE/SW 40.0 5 **** 200 20 •*+* 800 36 **** 1440 **•' South 0.0 0 rrww 0 0 rrwr 0 0 rrrw 0 rrrr Hort 0.0 0 rwww 0 0 rrrr 0 0 rwrw 0 rrrr 8 Other doorsa 11 E 7.6 4.3 U 0 0 0 0 0 0 0 0 b 10A11 22.4 12.7 0 0 0 0 0 0 0 0 0 9 Net a 12C 3.6 2.0 43 155 87 80 288 163 64 230 130 Exposed b 14B 5.8 2.2 0 0 0 0 0 0 0 0 0 Walls and c 12H 2.4 1.4 0 0 0 0 0 0 0 0 0 Partitions d 13C 1.4 1.3 0 0 0 0 0 0 180 243 227 e 13H 1.1 0.8 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.3 1.4 48 63 68 160 211 227 144 190 204 b 16D 2.12.3 U 0 0 22 47 50 28 59 64 c 0.0 0.0 0 0 0 0 U 0 0 0 0 Il Floors a 22A 32.4 0.0 6 194 0 10 324 0 28 907 0 b 120G 2.8 1.1 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 1? 1nHitration a 65.1 12.9 5 325 64 20 1301 258 36 2342 464 13 Subtot Btuh Loss=6+8..+11+12 wwsw 929 rwrw rwws 2936 +rrw rrwr 5349 wwwr rwww rrrw 14 Duct Btuh Loss 5% 96 wwww 5°/ 147 +*** 5°/ 267 rrrw °/ srrs 15 Total Btuh Loss=13+14 **"• 975 *+++ •**• 3083 +rrr rr,rs 5616 +••• rrrr rrss 16 Int,Gains: People @ 300 0 ***+ 0 0 •*** 0 0 **** 0 rsrw Appl. @ 1200 0 *+"' 0 1 '1200 0 **+* 0 17 Subtot RSH Gain=7+8..+12+16 ***w rw►w 420 wrww rrrw 2697 www+ sswr 2529 **rr rrsr 18 Duct Btuh Gain 10% *•** 42 10°/ rrrr 270 10°/ rwwr 253 19 Total RSH Gain--(17+18)*PLF 1.00 **** 462 1.00 ***: 2967 1.00 **** 2782 *"++ 0 CFM Air Required **** 31 26 **** 98 168 ***+ 178 157 **** Printout certified by ACCA to meet all requirements of Manual J Form